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3805 Kipling Street
""All work shall comply with the 2018 IBC, 2020 NEC and City of Wheat Ridge Municipal Codes"' YIKFWkikdr REFEEP ED FOR Enter (Ei real crew sh wl 8t the hire ter Pri or 101 when Per eerwhowd in ent Pon mmprzz �Jl of were nde. real terminal W 1i th"wer Pw�eRaw:o Deal a Recommend for Zoning Compliance by the Clrynr wheat Ridge Planning Division --r I APPROVED )pr II III ) By: w J��.{ DATE; NovemberV3,2021 2021 COMMENTS: APPfoved with the following conditions All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. 3805 Kipling St Wheat Ridge, CO 80033 SITE# 2709870 Shell/Circle K to Circle K o W bea,q i o 04 M5on ONncrc 10272-SIVA/FA CK 2109810 WHEAT RIDGE f0 f Los Angeles 0Knoxville 800-423-4283 Leave existing Circle K as is Reface Shell Pecten with routed -out aluminum Unleaded pricer; install new 4" White toggle; reuse existing LEDs Reface Regular with Diesel flat plastic inserts; install new LEDs Move existing Canvash to existing Diesel's position Move Diesel down and reface with Polar Pop flat plastic inserts Install LED retrofit lighting in all existing cabinets Repaint existing cabinet, retainers, and poles to fuel brand specifications Leave existing Circle K as is Reface Shell Pecten with routed out aluminum Unleaded pricer; install new 4" White toggle; reuse existing LEDs Reface Regular with Diesel flat plastic inserts; install new LEDs Move existing Corwash to existing Diesel's posifion Move Diesel down and reface with Polar Pop flat plastic inserts Install LED retrofit lighting in all existing cabinets Repaint existing cabinet, retainers, and poles to fuel brand specifications Already re -branded NOT IN SCOPE Reface Shell Pectens to Circle K faces Paint canopy poles to fuel brand specifications Paint bollards to fuel brand specifications Paint light poles to fuel brand specifications Reimage dispensers to fuel brand specifications Replace trash cans to fuel brand specifications Paint columns & islands to fuel brand specifications Paint bollards to fuel brand specifications Install pump flags to fuel brand specifications Paint light poles to Circle K specifications Already re -branded NOT IN SCOPE NOT IN SCOPE NOT IN SCOPE Site Overview r N V W*E S M nnrr SO EXISTING SITE LOOKS LIKE AN NTI SITE GOOGLE SITE MAP NOT UPDATED SRE APPROVED SURVEY REQUIRED PRIOR TO MANUFACTURING. THIS RENDERING IS FOR REFERENCE AND PERMITTING PURPOSES ONLY ANY SEPARATE OR OPTIONAL COMPONENTS MUST BE ORDERED SEPARATELY ALL ELECTRICAL SIGNS WILL COMPLY WITH UL 48 — UL FILE #E46729 PRODUCT COPY: 4" WHITE ABLE AIR RNATOR LEDs OPTIONS: WHITE COPY ON OPAQUE BACKGROUND SIRE APPROVED SURVEY REQUIRED• 0 Leave e hell P sten with is T - ------11 ---- ,J'j ,J'j PRIOR TO MANUFACTURING Reface Shell Pecten wiggle; reuse existing Unleaded pricer; 4111 IIL�IIg E/ �l l � l ill install new 4 White toggle; reuse existing LEDs L .lu ull �.1 �.1 • Reface Regular with Diesel flat plastic inserts; install new LEDs - • Move existing Corwash to existing Diesel's position 41/4 jjjj/� (� J AU ALTERNATE MESSAGES E 9 t P-D_L--Lz�IS 581/2" FPAAIE SIZE • Move Diesel down and reface with Polar Pop flat plastic inserts • Install LED retrofit lighting in all existing cabinets • Repaint oing cabinet, retainers, and poles to fuel brand dW heal,P specifications U' EXISTING 0S •Ft PROPOSED 0S •Ft Unleaded „W,„„W SA' [IN A I AE FAVOR WINDOW SIZE 5"e33W FRAME IABNUIIW_90 SIZE CLURWINDOW "RED MI 7SIKKIM WIN"SNI. 191/8-x48" 120” 0" © © ALUMINUM FACE ROUTED-OUT �581/2"TRIMSIZE� 110" 110" 8 TRIMSIZE aEAAWNDOW gSTAYS IB" GREEN ABLE 7 SEGMENT IN a WINDOWSIZE 20"x/D" ON , c r 4t _ +� T` i ti FIAT PLASTIC INSERTS REFACE PANEL ONLY 581/CTRIMSIZE 751/ polar STAYS TRIM SIZE COLD ooP LONGER EXISTING LEDS: 1811 PROPOSED: REUSE EXISTING 18" RED LEDs I (subject to confirmation) INSTALL NEW 18" GREEN LEDs TO MATCH EXISTING FLAT PLASTIC INSERTS REFACE PANEL ONLY r0Main I D• SIZES SUBJECT TO FINAL FIELD CONFIRMATION PRIOR TO MANUFACTURING SCALE 1:20 PRODUG COPY: WHITE COPY ON OPAQUE BACKGROUND Leave existing Circle K as is T"F1"" """"""TI """" ,J'j ,J'j Reface Shell Pecten with routed -out aluminum Unleaded pricer; 4V4" II IIL�II��/�ll�l�ll install new A" White toggle; reuse existing LEDs L .lu fl d d • Reface Regular with Diesel flat plastic inserts; install new LEDs T-j9jjj-//-�----((�� • Move existing Corwash to existing Diesel's position 41I_DJ_I_Lz�ly • Move Diesel down and reface with Polar Pop flat plastic inserts • Install LED retrofit lighting in all existing cabinets • Repaint existing cabinet, retainers, and poles to fuel brand specifications EXISTING 91.66 Sq.Ft PROPOSED 91.66 Sq,Ft -ra� EXISTING LEDS: 18" (subject to confirmation) Main I.D. P PROPOSED: REUSE EXISTING 18" RED LEDs INSTALL NEW 18" GREEN LEDs TO MATCH EXISTING SIRE APPROVED SURVEY REQUIRED PRIOR TO MANUFACTURING �— 581R'FRAME SIZE "I 5A' FRAME SIZE 51' TRIMSIZE ALUMINUM FACE ROUTED -OUT 4" WHITE ABLE ALTERNATOR LEDs OPTIONS: 0 ALLALTERNATE MESSAGES 'a�A�uN`u°inu��i,Y{ate dW heap U' m m CENRWINNW `Ecrill- TPLITITIFARTARRUTHOR IEOs NOMINEE 5 yHW IABOUIN 90 CLUIRWINDOW WINPOWSRFRK—R B-r/D�ENIIEOs FIAT PLASTIC INSERTS REFACE PANEL ONLY 581/C TRIM SIZE 251/ polar STAYS TRIM SIZE eo� COLD r LONGER FLAT PLASTIC INSERTS REFACE PANEL ONLY SIZES SUBJECT TO FINAL FIELD CONFIRMATION PRIOR TO MANUFACTURING SCALE 1:20 SCOPE OF WO• Already re-branded RK BUILDING• NOT IN SCOPE 0.0 heae EXISTING Btfil• • ,)PF OF WC)R • Reface Shell Pectens to Circle K faces • Paint canopy poles to fuel brand specifications • Paint bollards to fuel brand specifications • Paint light poles to fuel brand specifications SITE OVERVIEW 34 HEIGHT OF ACM ----------------Kipling St ---------------- a s Y M 3 _ W �, z«�•cn N.T.S. T� PROPOSED 7.50 Sq. Ft. N.T.S. SRE APPROVED SURVEY REQUIRED PRIOR TO MANUFACTURING NYl#�ir1M 44 i[dtlI EC10tll 44 W0311 AN9, FA R•] 21 J9161 A COILFa1 EU1 ia[4 UI. -INN • Reimage dispensers to fuel brand specifications • Replace trash cans to fuel brand specifications • Paint columns & islands to fuel brand specifications Paint bollards to fuel brand specifications • • Install pump flags to fuel brand specifications • Paint light poles to Circle K specifications o W hearq U EXISTING PROPOSED mp C� s CAGY SRE' B"x 30" 1 . • ' rel , J1 \R - •� • T cif Dispensers & Forecourt SIZES SUBJECT TO FINAL FIELD CONFIRMATION PRIOR TO MANUFACTURING . . . Already re-branded • NOT IN SCOPE dWM1earq U o EXISTING 0`�oMA i • Car Wash _ SCOPE OF WORK ADDITIONAL (ENCLOSURE SCOPE OF WORK ADDITIONAL NOT IN SCOPE SIGNAGE awne,?q a U J o EXISTING C OQ O� 9V� NO AVAILABLE PHOTO OF EXISTING Sample Description Applied to ■ d Primary Re - PMS 485 Building Sign 3630-2553 Fascia Car Wash ■ Primary 3534 -PMS 144 Building Sign dvi 1.11 A,a Primar Ora Fascia Column Flags 6046 p ■ Safety Red Building Bollards - Sherwin Williams -SW duel ■ Grays Harbor Canopy Island Base win r Sherbor SW 6236 Canopy Bollards High Rise Poles White Building Sign Fascia Light Posts ■Green - PMS 355 Diesel Door Skin 3m -3630-1e6 CK Pricer (Diesel) "Viaid G,,,,'Vinyl ■Blue - PMS 287 CK Pricer (Unleaded) JM-J6J0-15) 'Sultan Blue Vnryl Egret While Buildings SheniAn William -Sw)5)0 30" above grade to top of fascia NeutralGround Ground Buildings Sh Sherwin William d 7560 30" above grade to top of fascia ■ Nuthatch Buildings Nutt tch sw bogie 30"di grade Paint Scheme Standard Fascia Height: 14",36",48",I Building paint schedule (not shown In renderings) Apply to all sides unless otherwise stated. DISPENSER CANOPY BOLLARDS COLUMNS Circle K Paint Specification dW heatgo U m %all Orr PREFERRED APPROVED EXCEPTION RAL9016 Shell Only For existing light poles that Warm White are duranodic bronze or silver STOREFRONT LIGHT BOLLARDS POLES LIGHT POLES N G ^R rn I w x Z � Q ° d41 U U L ^O Vl -ri >1 �U q Gnz Q U o 14 ,U000 bH W Aro 0ol b ° yap. Q a rM N a 41 V ° a� o Fes- 4.) 4.) wo w 44v 03 Cd P4 ' > o O. �.+ dl H S ;0 OU cai U ° tn O H .'.i e M U4[a c[e W O °O z �' M a t' q a U w vi N Q y z r rip ww 3 yj WWIi a °a Q¢b,°, u °Ua;D ro rob ro u V cn ., ❑ Ml w a� = � U .2 3 � A mow" � � ° � 3 � r-i O q I� ► p d y>' U.0 `` U o cn ,� d1 t I nj pp c 'L U E O o U z W O co w m ° V ° v, '° v„ g� z z F oa roo oma, ° v y ud ' C) U a y y A d A O U O ° N° O z rtw o N c 0"a cc E �QQO p UVFG� o N b A U 1 e� a ru 41 p d w W W H zzoax b y W" v y 41 4 ��� L)m u City of f Wheat i e BUSINESS LICENSE INSPECTION PERMIT NO. 201901279 BUSINESS NAME: Circle K ADDRESS: 3805 Kipling Street CONTACT NAME: David 107899 SQ FT M, OCCUPANCY TYPE OCCUPANCYLOAD CONSTRUCTION TYPE ❑ SPRINKLERED ON-SPRINKLERED INSPECTION DAY/TIME Wed. June 26th @ BLS INSPECTION DAY/TIME INSPECTION DAY/TIME Date i CITY:01F WHEAT RIDGE Building Inspection Division (303) 234=5933 Inspection line (303) 235-2$55 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: )I j'0 /:?`7 ` ❑ No one available for inspection -Time �`�'". 1pm Re -Inspection required: Yes No l,,) When corrections have been made, call for re -inspection at 303-234-5933 Date: �_.l `�' Inspector: —� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `4 /F r ✓f ) Job Address:S'� l Permit Number: :-;� ZD / ❑ No one available for inspection: Time AMAPM Re -Inspection required: Yes -,'I O' e_ -•. When corrections have been made, call for re -inspection at 303-234-5933 i Date: ; _ - 1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE I � C:? Inspection Type: t-- t Y 4 L__ Job Address: Permit Number: f ❑ No one available for inspection: Timm Re -Inspection required: Ye�__ Noµ When corrections have been made, Fall for re -inspection at 303-234-5933 DateInspecto '�_-�Ra DO NOT REMOVE THIS NOTICE T,d-'r r',1+ J's-, zv I -I o g �7 4 10100 W Ute Ave (80127) .johns Manville PO Box 625001 A Berkshire Hathaway Company Littleton, CO 80162-5001 800-922-5922 877-403-1747 Fax Dear Building Owner: Attached to this letter is the Peak Advantage® Roofing Systems Guarantee for the new roof recently installed on your building. We believe your building is now protected by one of the finest commercial roofing systems available on the market today. We appreciate the opportunity to provide you with a level of protection unmatched in the industry. There are some things you should be aware of before you file this document away in a safe place: This is NOT a maintenance agreement or an insurance policy. Johns Manville liability is strictly governed by the terms of the guarantee. If you have any questions about this Guarantee, contact Johns Manville Guarantee Services at the appropriate number given below. 2. You are required to perform routine maintenance on the roofing system to keep the coverage to the guarantee intact. For your convenience, a list of maintenance items is printed on the back of the guarantee. We hope that you never experience any difficulty with your roofing system. If you do have a problem, you should contact Johns Manville Guarantee Services at the appropriate numbers provided. Please have the guarantee on hand so that we may more efficiently handle your inquiry. Our Technical Services Department is staffed by some of the most experienced roofing professionals in the roofing industry. Please call on them for any questions you might have about commercial and industrial roofing and Johns Manville products. Sincerely, CC— Eric Eric Olson Manager, Guarantee Services Johns Manville Roofing Systems Group (800) 922-5922 gsuLa)jm.com www.im.com 1/4"77 johns Manville Building Owner: Circle K 9870 3805 Kipling Street Wheat Ridge, CO 80033 Building Name: Circle K 3805 Kipling Street Wheatridge. CO 80033 Approved Roofing Contractor: JAGGER ENTERPRISES INC 52 1/2 EAST 56TH AVENUE DENVER, CO 80216 Peak Advantage Guarantee PE A KJohns 61ami le , ^ ADVANTAGE Guarantee Number: ANT118020790 Expiration Date: July 1, 2039 Job Name: Circle K Date of Completion: July 1, 2019 Terms & Maximum Monetary Obligation to Maintain a Watertight Roofing System. Years: 20 Year $ No Dollar Limit Coverage: The components of the Roofing System covered by this Guarantee are: Total Squares: 58 Membrane Insulation Type Sec. S s. RoofType Sec. La er 1 Layer 2 La er 3 Cover Board 1 1 58 1 TPO ST6RM ENRGY 3 1 ENRGY 3 Accessories: Type Product Name Quantity Expand -O -Flash (1) Style: lin_ ft. Expand -O -Flash (2) Style: lin_ ft_ Expand -O -Flash (3) Style: lin. ft_ Fascia Style: lin. ft_ Copings Style: lin. ft. Drains (1) Style: ea. Vents Style: ea. These Johns Manville Guaranteed components are referred to above as the 'Roofing System' and ALL OTHER COMPONENTS OF THE OWNER'S BUILDING ARE EXCLUDED FROM THE TERMS OF THIS GUARANTEE, including any amendments thereto. Johns Manville' guarantees to the original Building Owner that during the Term commencing with the Date of Completion (as defined above), JM will pay for the materials and labor reasonably required in Johns Manville's sole and absolute discretion to repair the Roofing System to return it to a watertight condition if leaks occur due to: ordinary wear and tear, or deficiencies in any or all of the Johns Manville component materials of the Roofing System, or workmanship deficiencies only to the extent they arise solely out of the application of the Roofing System. Non -leaking blisters are specifically excluded from coverage. Should any investigation or inspection reveal the cause of a reported leak to be outside the scope of coverage under this Guarantee, then all such investigation and inspection costs shall be bome solely by the Building Owner. All 5 pages must be present for guarantee number ANT118020790 to be valid Page 1 of 5 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:'!. Job Address: Permit Number: s� ❑ No one available for inspection: Time Re -Inspection requiredcy.geS. No When corrections have been made, cikfoLwaa Date +r Inspec or: l' f 1 at 303-234-5933 A i CITY OF WHEAT RIDGE - Building Inspection Division (303) 234-5933 Inspection line (303)235-2855 Oic ; (303137,8 Fax Z/'- -? 7r— �� e_10 •- INSPECTION NOTICE Inspection Type:c- Job Address: Permit Number: 00 ❑ No one available for inspection: Time Ll M Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 7_�' /T Inspector: f'--'�- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line Office • (303) 237-8929 Fax Inspection Type: Job Address: /235-285f5 INSPECT ON NOTICE - 380 7 4�:-4 I-L_rQ 4 'v-"' Permit Number:., -?-o 1r2 L2?43 4 -- ❑ No one available for inspection: Time �AMM Re -Inspection required��Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: � Inspector:71 ----- DO NOT REMOVE THIS NOTICE .johns Manville 10100 W Ute Ave (80127) �� PO Box 625001 A Berkshire Hathaway Company Littleton, CO 80162-5001 800-922-5922 877-403-1747 Fax Dear Building Owner: Attached to this letter is the Peak Advantage® Roofing Systems Guarantee for the new roof recently installed on your building. We believe your building is now protected by one of the finest commercial roofing systems available on the market today. We appreciate the opportunity to provide you with a level of protection unmatched in the industry. There are some things you should be aware of before you file this document away in a safe place: This is NOT a maintenance agreement or an insurance policy. Johns Manville liability is strictly governed by the terms of the guarantee. If you have any questions about this Guarantee, contact Johns Manville Guarantee Services at the appropriate number given below. 2. You are required to perform routine maintenance on the roofing system to keep the coverage to the guarantee intact. For your convenience, a list of maintenance items is printed on the back of the guarantee. We hope that you never experience any difficulty with your roofing system. If you do have a problem, you should contact Johns Manville Guarantee Services at the appropriate numbers provided. Please have the guarantee on hand so that we may more efficiently handle your inquiry. Our Technical Services Department is staffed by some of the most experienced roofing professionals in the roofing industry. Please call on them for any questions you might have about commercial and industrial roofing and Johns Manville products. Sincerely, Z�EiL A�— Eric Olson Manager, Guarantee Services Johns Manville Roofing Systems Group (800)922-5922 gsu ,jm.com www.im.com • Perform inspections at least twice a year or as a. e ,Drequired by the guarantee. The ideal times to perform inspections are at the end of winter and the end of summer, when roofs have gone through the greatest amount of thermal stress (inspecting your roof for any trouble spots and to unclog drains in the spring and fall is also a good idea). • Conduct additional inspections immediately after unusual occurrences such as heavy rains, high winds, hail, nearby fires, explosions, etc. • Keep a file of all records and inspection reports relating to your roof. Advise equipment service personnel to be careful handling tools and heavy equipment on the roof. Log all such trips to the roof. • Keep your roof clean and free of debris and contaminants. • Establish a rooftop control policy. Keep access doors or hatches locked. Advise equipment service personnel to be careful. • Keep roof drains free of debris. DonI. . • Allow unqualified personnel to maintain your roof. • Allow equipment service personnel to make penetrations into your roof, these are to be made only by an approved roofing contractor. • Power -wash your roof. You may cause unintended damage! Puncture the membrane Move heavy equipment across the roof Maintenance Checklist To ensure the integrity of the roofing system, it is important to contact JM before any alterations are made. We encourage all alterations and repairs to be completed by a JM Peak Advantage Contractor to ensure they meet the high standards of JM and the requirements outlined in the guarantee. Below is a checklist of things to look for while on your roof. Good roofing practice recommends these areas be inspected twice annually to ensure the roofing system integrity. Building Exterior General Condition Inspect all areas for signs of leaks and/or deterioration. Walls Inspect for deterioration, missing mortar and stains in walls indicating possible leaks. Roof Edge — A coping is a covering for the top of a wall that is exposed to weather. It is usually sloped to shed water to the roof. Coping Caps or Check for cracking, splits and mortar integrity. Replace any damaged, loose or cracked areas. Caulk joints if necessary. Gravel Stop/Gutter Fascia Inspect all surfaces for signs of leaks and/or deterioration. Building Interior General Condition Inspect all areas for signs of leaks and/or deterioration. Walls Inspect all surfaces for signs of leaks and/or deterioration. Underside of Deck Inspect for stains, discoloration, spalled or rusted surfaces. Ceilings Inspect for evidence of staining. Field of Roof General Condition Remove any debris such as leaves, small branches, dirt, rocks, etc. that have accumulated. Surfacing Minimize the amount of foot traffic on the roof whenever possible. Place walkway pads at roof entry areas and at rooftop equipment access panels. Laps Inspect the condition of membrane laps, if applicable. Drainage System General Condition Water should flow freely, unobstructed from the roof. Gutters/Scuppers/Down Remove any debris from inside and the surrounding areas. Spouts/Drains Make sure strainers and clamping rings are secure. Perimeter/Flashings General Condition Inspect attachment to make sure it remains watertight All metal work must be caulked and watertight Only JM metal is covered by the JM Peak Advantage Guarantee. Base Flashing Inspect for adequate fastening at top of the flashing. Check attachment to the substrate. Inspect vertical flashing end laps and horizontal laps at membrane. Counterflashing Ensure that the counterflashing is well secured. Periodically remove and replace caulking to ensure watertight conditions. Only use commercial grade caulk suitable for rooftop application. Roof Top Units General Condition All roof penetrations are prone to leaks. All units should be installed using compatible roof materials and should be properly flashed. Be sure to have a JM Peak Advantage contractor assist in the installation and flashing of new rooftop equipment HVAC Check condensation lines for positive drainage. Ensure they are flowing freely to roof drains. Condensation lines should rest on wood blocks or rubber supports and never directly on the roof surface. Ensure equipment is in good condition and working properly. Install protection/walkpads around perimeter of equipment that requires periodic maintenance. Equipment Supports: Properly support all heavy equipment on vertical curbs. All vertical curbs should be properly flashed and covered with Satellite Dishes, Signs, a metal cap. Use protection/walkpads below all lightweight horizontal wood equipment supports. Antennas, etc. Lightning Protection Should not penetrate the roof surface. Ensure there are no overly loose or dangling cables. Equipment Flashing Ensure equipment base flashings are secure, watertight and counterflashed. Penetrations General Condition Do not allow exhaust fats, petroleum or other chemicals or contaminants directly onto the roof. Contact JM if any chemicals or service fluids come into contact with the roofing system. Pipes and Vents Inspect the lap at membrane and vertical lap. Ensure that the top to the flashing is secured and caulked properly. Penetration Pan/ An enclosure made of sheet metal, rubber or other material used to flash penetrations through a roof system. Pitch Pocket Often a source of leaks. Must be topped -off annually with compatible sealer. Expansion Joints A structural separation between two building elements that allows free movement between the elements without damage to the building or roofing system. Check for excessive movement or deterioration. Check all end laps and repair or replace lap splice as necessary. JM Expand -O -Flash expansion joints are covered under the terms of the JM Peak Advantage Guarantee. RS -7395 6-08 (New) W N T 2 4 / t a t N•/ l W i a 0 in Im" ,Johns Manville Building Owner: Circle K 9870 3805 Kipling Street Wheat Ridge, CO 80033 Building Name: Circle K 3805 Kipling Street Wheatridge, CO 80033 Approved Roofing Contractor: JAGGER ENTERPRISES INC 52 1/2 EAST 56TH AVENUE DENVER, CO 80216 Peak Advantage Guarantee PE A K Johns NfarrWile VANIAGI Guarantee Number: ANT118020790 Expiration Date: July 1, 2039 Job Name: Circle K Date of Completion: July 1, 2019 Terms & Maximum Monetary Obligation to Maintain a Watertight Roofing System. Years: 20 Year $ No Dollar Limit Coverage: The components of the Roofing System covered by this Guarantee are: Total Squares: 58 Membrane Insulation Tvpe Sec. Sqs. Roof Type Spec. Layer 1 Layer 2 Layer 3 Cover Board 1 1 1 58 TPO I ST6RM 1 ENRGY 3 I ENRGY 3 Accessories: Type Product Name Quantity Expand -O -Flash (1) Style: lin. ft. Expand -O -Flash (2) Style: lin. ft. Expand -O -Flash (3) Style: lin. ft. Fascia Style: lin. ft. Copings Style: lin. ft. Drains (1) Style: ea. Vents Style: ea. These Johns Manville Guaranteed components are referred to above as the `Roofing System' and ALL OTHER COMPONENTS OF THE OWNER'S BUILDING ARE EXCLUDED FROM THE TERMS OF THIS GUARANTEE, including any amendments thereto. Johns Manville` guarantees to the original Building Owner that during the Term commencing with the Date of Completion (as defined above), JM wit pay for the materials and labor reasonably required in Johns Manville's sole and absolute discretion to repair the Roofing System to return it to a watertight condition if teaks oaxa due to: ordinary wear and tear, or deficiencies in any or all of the Johns Manville component materials of the Roofing System, or workmanship deficiencies only to the extent they arise solely out of the application of the Roofing System. Non -leaking blisters are specifically excluded from coverage. Should any investigation or inspection reveal the cause of a reported leak to be outside the scope of coverage under this Guarantee; then all such investigation and inspection costs shall be bome solely by the Building Owner. All 5 pages must be present for guarantee number ANTI 18020790 to be valid Page t of 5 WHAT TO DO IF YOUR ROOF LEAKS If you should have a roof leak please refer to directions on the reverse side. LIMITATIONS AND EXCLUSIONS This Guarantee Is not a maintenance agreement or an insurance policy; therefore, routine inspections and maintenance are the Building Owner's sole responsibility (see reverse side of this document). This Guarantee does not obligate JM to repair or replace the Roofing System, or any part of the Roofing System, for leaks or appearance issues resulting, in whole or in part, from one or more of the following (a) natural disasters including but not limited to the direct or indirect effect of lightning, flood, hail stone, earthquake, tornados, hurricanes or other extraordinary natural occurrences and/or wind speeds in excess of 55 miles per hour; (b) misuse, abuse, neglect or negligence; (c) installation or material failures other than those involving the component materials expressly defined above as the Roofing System or exposure of the Roofing System components to damaging substances such as oil, fertilizers, or solvents or to damaging conditions such as vermin; (d) any and all () changes, alterations, repairs to the Roofing System, including, but not limited to, structures, penetrations, fixtures or utilities (including vegetative and solar overlays) based upon or through the Roofing System as well as any On changes to the Budding's usage that are not pre -approved in writing by JM; (e) failure of the Building substrate (mechanical, structural, or otherwise and whether resulting from Building movement, design defects or other causes) or improper drainage; (I) defects in or faulty/improper design, specification construction or engineering of the Building or any area over which the Roofing System is installed; (g) defects in or faulty/improper architectural, engineering or design flaws of the Roofing System or Budding, including, but not limited to, design issues arising out of improper climate or building code compliance; or (h) in instances of a recover project, Johns Manville is not responsible for the performance of preexisting materials that predated the recover. Instead, Johns Manville's sole responsibility in recover systems where JM materials are adhered to existing materials is limited to the installed recover JM Roofing materials up to the wind speed listed herein. Guarantee coverage is limited to replacing recover JM Roofing materials only (and not the pre-existing materials — which is the Owner's responsibility) as required to return the roofing system to a watertight condition due to a claim covered under the temps and conditions herein. Johns Manville is not responsible for leaks, injuries or damages resulting from any water entry from any portion of the Budding structure riot a part of the Roofing System, including, but not limited to, deterioration of the roofing substrate, welts, mortar joints, HVAC units and all other non -Johns Manville materials and metal components. Moreover, the Building Owner is solely and absolutely responsible for any removal and/or replacement of any overburdens, super -strata or overlays, in any form whatsoever, as reasonably necessary to expose the Roofing System for inspection andfor repair. This Guarantee becomes effective when (1) it is delivered to Owner; and (2) all bills for installation. materials, and services have been paid in full to the Approved Roofing contractor and to JM. Until that time, this Guarantee is not in force, has no effect — and JM is under no obligation whatsoever to perform any servioeslwork The Parties agree that any controversy or claims relating to this Guarantee shall be first submitted to mediation under the Constriction Industry Arbitration and Mediation Rules of the American Arbitration Association (Regular Tract Procedures) or to such other mediation arrangement as the parties mutually agree. No court or other tribunal shall have jurisdiction until the mediation is completed. In any action or proceeding brought against the Building Owner to enforce this Guarantee or to collect costs due hereunder, Johns Manville shall be entitled to recover its reasonable costs, expenses and fees (including expert witness' fees) incurred in any such action or proceeding, including, without limitation, attomeys' fees and expenses, and the Building Owner shall pay it. TO THE FULLEST EXTENT PERMITTED BY LAW, JM DISCLAIMS ANY IMPLIED WARRANTY, INCLUDING THE WARRANTY OF MERCHANTABILITY AND THE WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE, AND LIMITS SUCH WARRANTY TO THE DURATION AND TO THE EXTENT OF THE EXPRESS WARRANTY CONTAINED IN THIS GUARANTEE. THE EXCLUSIVE RESPONSIBILITY AND LIABILITY OF JM UNDER THIS GUARANTEE IS TO MAKE REPAIRS NECESSARY TO MAINTAIN THE ROOFING SYSTEM IN A WATERTIGHT CONDITION IN ACCORDANCE WITH THE OBLIGATIONS OF JM UNDER THIS GUARANTEE. JM AND ITS AFFILIATES WILL NOT BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGES TO THE BUILDING STRUCTURE (UPON WHICH THE ROOFING SYSTEM IS AFFIXED) OR ITS CONTENTS AND OR OCCUPANTS, LOSS OF TIME OR PROFITS OR ANY INCONVENIENCE, INJURY. JM SHALL NOT BE LIABLE FOR ANY CLAIM MADE AGAINST THE BUILDING OWNER BY ANY THIRD PARTY AND THE BUILDING OWNER SHALL INDEMNIFY AND DEFEND JM AGAINST ANY CLAIM BROUGHT BY ANY THIRD PARTY AGAINST JM RELATING TO OR ARISING OUT OF THE ROOFING SYSTEM OR JM'S OBLIGATIONS UNDER THIS GUARANTEE. JM AND ITS AFFILIATES SHALL NOT BE LIABLE FOR ANY DAMAGES WHICH ARE BASED UPON NEGLIGENCE, BREACH OF WARRANTY, STRICT LIABILITY OR ANY OTHER THEORY OF LIABILITY OTHER THAN THE EXCLUSIVE LIABILITY SET FORTH IN THIS GUARANTEE. THIS GUARANTEE DOES NOT COVER, AND EXPLICITLY EXCLUDES, ANY AND ALL INJURIES, CLAIMS AND/OR DAMAGES RESULTING, IN WHOLE OR IN PART, FROM ANY WATER ENTRY FROM ANY PORTION OF THE BUILDING STRUCTURE INCLUDING, BUT NOT LIMITED TO, THE ROOFING SYSTEM. No one is authorized to change, atter, or modify the provision of this Guarantee other than the Manager, Guarantee Services or authorized delegate. JM's delay or failure in enforcing the temrs and conditions contained in this Guarantee shall not operate as a waiver of such terms and conditions. This Guarantee is solely for the benefit of the Buldng Owner identified above and Budding Ownefs rights hereunder are not assignable. Upon sale or other transfer of the Building, Building Owner may request transfer of this Guarantee to the new owner, and JM may transfer this Guarantee, in its sole and absolute discretion only after receiving satisfactory information and payment of a transfer fee, which must be paid no later than 30 days after the date of Budding ownership transfer. In the event JM pays for repairs which are required due to the acts or omissions of others, JM shall be subrogated to all rights of recovery of the Building Owner to the extent of the amount of the repairs. Because JM does rat practice Engineering or Architecture, neither the issuance of this Guarantee nor any review of the Building's construction or inspection of roof plans (or the Building's roof deck) by JM representatives shall constitute any warranty by JM of such plans, specifications, and construction or in any way constitute an extension of the terms and conditions of this Guarantee. Any roof inspections are solely for the benefit of JM. JM does not supervise nor is it responsible for a roofing contractors work except to the extent stated herein, and roofing contractors are not agents of JM. 'JOHNS MANVILLE ("JM') is a Delaware corporation with its principal mailing address at P.0 Box 5108, Denver, Colorado 802175108. By: Joseph Smith Tide: President Roofing Systems All 5 pages must be present for guarantee number ANT 118020790 to be valid Page 2 of 5 -None Addendum(s) All 5 pages must be present for guarantee number ANT118020790 to be valid Page 3 of 5 Maintenance Program The following Maintenance Program is recommended and should be implemented and followed: 1. Building Owner must notify JM Guarantee Services Unit (see below) immediately upon discovery of the leak and in no event later than ten (10) days after initial discovery of the leak, time being of the essence. Failure of the Building Owner to provide timely notice to JM Guarantee Services of any leak is a material ground for termination of the Guarantee. In response to timely notice, JM will arrange to inspect the Roofing System, and (i) If, in JM's sole and absolute opinion, the leak(s) Ware the responsibility of JM under this Guarantee (see Limitations and Exclusions), then JM will take prompt appropriate action to return the Roofing system to a watertight condition, or (ii) If, in JM's sole and absolute opinion, the leak(s) islare not the responsibility of JM under this Guarantee, then JM will advise the Building Owner within a reasonable time of the minimum repairs that JM believes are required to return the Roofing System to a watertight condition. If the Building Owner, at his expense, promptly and timely makes such repairs to the Roofing System (time being of the essence) then this Guarantee will remain in effect for the unexpired portion of its Term. Failure to make any of these repairs in a timely and reasonable fashion will void any further obligation of JM under this Guarantee as to the damaged portion of the Roofing System as well as any other areas of the Roofing System impacted by such failure. 3. In the event an emergency condition exists which requires immediate repair to avoid damage to the Building, its contents or occupants, then Building Owner may make reasonable, essential temporary repairs. JM will reimburse Building Owner for those reasonable repair expenses only to the extent such expenses would have been the responsibility of JM under the Guarantee. There are a number of items not covered by this Guarantee that are the sole, exclusive responsibility of the Building Owner. In order to ensure that your new roof will continue to perform its function and to continue JM's obligations under the Guarantee, you should examine and maintain these items on a regular basis. All damage or leak investigation findings that are the direct result of non -covered maintenance items are the sole responsibility of the owner. • Maintain a file for your records on this Roofing System, including, but not limited to, this Guarantee, invoices, and subsequent logs of all inspections performed and repairs that are made to the Roofing System. • Inspect your Roofing System at least semi-annually. This is best done in the spring, after the Roofing System has been exposed to the harsh winter conditions, and, in the Fall after a long hot summer. It is also a good idea to examine the Roofing System for damage after severe weather conditions such as hailstorms, heavy rains, high winds, etc. • Since these types of Roofing Systems typically have a low slope, they are easily examined. However, care must be taken to prevent falling and other accidents. JM expressly disclaims and assumes no liability for any inspections performed on the Roofing System. When checking the Roofing System: • Remove any debris such as leaves, small branches; dirt, rocks, etc. that have accumulated. • Clean gutters, down spouts, drains and the surrounding areas. Make certain they allow water to flow off the Roofing System. Positive drainage is essential. • Examine all metal flashings and valleys for rust and damage that may have been caused by wind or traffic on the Roofing System, and make certain they are well attached and sealed. Any damaged, loose, or poorly sealed materials must be repaired by a JM Approved Roofing Contractor only. • Examine the areas that abut the Roofing System. Damaged masonry, poorly mounted counter flashing, loose caulking, bad mortar joints; and any loose stone or tile coping can appear to be a membrane leak. Have these items repaired by a JM Approved Roofing Contractor if found to be defective. • Examine the edges of the Roofing System. Wind damage often occurs in these areas. Materials that have been lifted by the wind need to be corrected by a JM Approved Roofing Contractor. • Examine any roof top equipment such as air conditioners; evaporative coolers, antennas, etc. Make certain they do not move excessively or cause a roof problem by leaking materials onto the Roofing System. • Check the building exterior for settlement or movement. Structural movement can cause cracks and other problems which in tum may lead to leaks in your Roofing System. • Examine protective coatings; any cracked, flaking, or blistered areas must be recoated. Protecting your investment: • Avoid unnecessary roof top traffic. • If you allow equipment servicemen to go onto the Roofing System, advise them to be careful. Dropped tools, heavy equipment, etc. can damage the membrane. Log all such trips to the Roofing System. • Do not allow service personnel to make penetrations into the Roofing System; these are to be made only by a JM Approved Roofing Contractor. All the terms and conditions of this Guarantee shall be construed under the internal law of the state of Colorado without regard to its conflicts of law principles. Invalidity or unenforceability of any provisions herein shall not affect the validity or enforceability of any other provision which shall remain in full force and effect to the extent the main intent of the document is preserved. This form is not to be copied or reproduced in any manner. This Guarantee is valid only in the United States of America. All 5 pages must be present for guarantee number ANT118020790 to be valid Page 4 of 5 Guarantee Services Mailing Address: Shipping Address: (800) 922-5922 Johns Manville Johns Manville E-mail: gsu@jm.com Guarantee Services Guarantee Services www jm.com/roofing P.O. Box 625001 10100 West Ute Avenue Littleton, CO 80162-5001 Littleton, CO 80127 All 5 pages must be present for guarantee munber ANT118020790 to be valid Page 5 of 5 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 6,_/A�, Job Address: Permit Number: ❑ No one available for inspection: Time/ Re -Inspection required: Yes �No r When corrections have been made, call for re -inspection at 303-234-5933 Date:e� • t(7 Inspector: - - DO NOT REMOVE THIS NOTICE i CITY OF WHEATRIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number:] til ❑ No one available for inspection: Timet/ AM/PM _, Re -Inspection required: Ye! �// No When corrections have been made, cakfor re -inspection at 303-234-5933 Dat"o'} �_ City of Wheat Ridge Commercial Sign PERMIT - 201900663 PERMIT NO: 201900663 ISSUED: 06/18/2019 JOB ADDRESS: 3805 Kipling St EXPIRES: 06/17/2020 JOB DESCRIPTION: 4 new directional, non -illuminated ground signs for car wash; 1 new menu/instructional sign *** CONTACTS *** OWNER (720)269-9537 CIRCLE K STORES INC SUB (303)683-1340 Rick Fagan 100262 Jet Fast Services (JFS) *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,030.00 FEES Total Valuation 0.00 Plan Review Fee 122.49 Use Tax 168.63 Permit Fee 188.45 ** TOTAL ** 479.57 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and tt�aork to be performed is disclosed in this document andlor its' accompanying approved plans and specifications. �JLV© Signature of OWIVRor CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, anew permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 1 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. r City Of Wheat Fudge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: /'% Y G� Plan/Permit # ar. Plan Review Fee: (t, n ,1 , it t Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: _E5 Kt L- )Lro Property Owner (please print): C l t" C' f 14, Phone: Property Owner Email: Tenant (Commercial Projects Only)�- Property Owner Mailing Address: (if different than property address) , l Address: �OW _��t,t�1U V -N OnC)()'( 'T (�1 City, State, Zip: C C)UkliMYou �i r N LA'� Q -0I r i 1 Architect/Engineer E-mail: Contractor Name: .--r 16 D City of Wheat Ridge License #: Contractor E-mail Address: For Plan Review Questions & Comments (please print): Phone: Phone: CONTACT NAME (please print): Kam) �) Co d q t� Phone: CONTACT EMAIL(please print):�* rQf Qf\o dodge- C ' C�"7 t krb C 4,�a L �e Sc���i c�►� �: C C^,1�1 Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # N COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. C� E p c t_k c r) c\ y o u r) - t Loy) (ooc ed g rczc� C� S j y h S cc(( 'OLn (,VL o Sq. FULF Amps BTUs Squares Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ I ( co OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRA Signature (first and last name): Printed Name: �-_a ZONING COMMMENTS: 2_0VU4 • L'I Reviewer: ST U-71 BUILDING DEPARTMENT C MMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: UTHORIZED REPRESENTATIVE of (OWNER) (CONTRACTOR) DATE: OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: WdXA4 :: � / " oa Building Division Valuation 0 Car Wash Corporate Identification Solutions 1 5563 N. Elston Ave. I Chicago, IL 60630 P: 773-763-9600 1 F: 773-763-9606 DATE 4/22/2019 ADDRESS West 38th Ave & Kipling Street CITY/STATE/ZIP Wheat Ridge, CO Additional Charges Estimated Freight Charges Total Estimated Charges Customer Approval "'4"" $1,200.00 $8,030.00 Cost CUSTOMER Car Wash Materials - Location Circle K Qty (1) Single Sided Instructional/Menu Stand $798.00 Site Number Qty (4) Standard 1.0 Totem Directional Signs $2,332.00 9870 Estimated Installation Charges For Above Referenced Items $3,700.00 DATE 4/22/2019 ADDRESS West 38th Ave & Kipling Street CITY/STATE/ZIP Wheat Ridge, CO Additional Charges Estimated Freight Charges Total Estimated Charges Customer Approval "'4"" $1,200.00 $8,030.00 Zareen Tasneem From: Zareen Tasneem Sent: Tuesday, April 23, 2019 5:03 PM To: 'karen.dodge@municipalresolutions.com' Subject: 3805 Kipling St (Circle K) - Sign Permit Hi Karen, You recently submitted a building permit application with the City of Wheat Ridge requesting to install 4 non -illuminated directional signs and 1 sign oriented to a drive-through lane at the above address. In reviewing your application submission, I had some questions about the directional signs that require clarification: • It appears the one closest to the access point on W. 38th Ave might be in the sight triangle (15' x 15' x line connecting the two) of the internal drive and the drive aisle, based on the scale provided on the overall site plan. Per code, freestanding directional signs shall not exceed thirty-six (36) inches in height if within a required sight distance triangle, or forty-eight (48) inches where outside of a sight distance triangle. Please revise the site plan with this sign either 48" tall and out of the sight triangle or 36" tall and in the same spot. • Per code, directional signs are allowed maximum 4 sq. ft. per side. Although a scale was not provided on the individual elevations of the signs, based on approximate calculations, the sign faces appear to exceed the 4 sq. ft. allowance. In the determining the maximum square footage, only the top portions of the signs with the typeset were used, not the blank bottom portions. Please submit revised plans, with scales, showing the sign faces meeting the 4 sq. ft. requirement. Please let me know if you have any questions. Best, Zareen Tasneem Planner 1 Community Development Department 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2852 www.ci.wheatrid eg co.us m CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. CIRCLE K 1 9870 1 WHEAT RIDGE, CO I CAR WASH PROPOSAL PG1/5 CORPORATE IDENTIFICATION SOLUTIONS CUSTOMER LOCATION SCHEDULE Oi PRpV6EDUd WDE, 11xd LaxGcwOPr1951.5 City, St JR SITE NUMBER ACCOUNT REP DATE 9870 Galloway 04/26/19 INSEGEwNispEONiWEwLAURPIE1PPRLGWWs)ttDISEA6EAm.6) ISEERk1NG 5FpiOET ) Q mOFwsFDNEnuWxlsEE unLmnvNsl 0. I--\ N mng. A6chita,t re. Engineering. O wGPosEDaw,TmpYP. sn O FAGPOSED]P%sPGxllflfRGWGPYI6EEAM1PFIECNR40.W51 ��,, \� 61625. 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CL Lll --- n V 'L _ — I w I -.. l ROW VARIES _ _ _ _ _ 1 C 1 1 CORPORATE IDENTIFICATION SOLUTIONS CUSTOMER LOCATION DRAWN BY Circle K City, St JR SITE NUMBER ACCOUNT REP DATE 9870 Mike Shelly 04/26/19 REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE O1 5563 N Elston Ave. THIS DRAWING IS THE PROPERTY OF CORPORATE IDENTIFICATION SOLUTIONS, INC. CHICAGO, ILLINOIS, AND CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF Chicago, IL 60630 CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN SCALEp: 773-763-9600 F: 773-763 9606 WHOLE OR IN PART, NOR MAY IT OR THE INFORMATION IT CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. NTS www.CorporateIDSolutions.com SIGNATURE DATE CIRCLE K 1 9870 1 WHEAT RIDGE, CO I CAR WASH PROPOSAL Carwash Program mounted to frame with 2" x 2" angle J'_0 3/4" Reviewed for Zoning C' f � City of Wheat R.idgc planning Division APPROVED BY: DATE: COMMENTS: Tek screws to mount sign face to frame 21.5 1/2° I I I I I I I I I A I I I I 2" x 2" square tube painted RAL white aluminum 2.5" x 2.5" square tube for height adjustment painted RAL white aluminum 7" x 7" square plate with (4) pre -drilled mounting holes M 2'-5 3/4 LOCATION DRAWN BY 2" x 2" square tube painted RAL white aluminum 2.5" x 2.5" square tube for height adjustment painted RAL white aluminum 7" x 7" square plate with (4) pre -drilled mounting holes M INSTRUCTIONS SIGN - AO 9.45 SF 11.11 TOTAL SF PG 215 %'Of whe°tka9e SWIM "ICORPORATE 2'-5 3/4 LOCATION DRAWN BY REVISION CORPORATE ID SOLUTIONS PREPARE � Circle K City, St FOR WASH 01 5563 N Elston Ave. THIS DRAWING 1S THE PROPERTY OF CORPORATE IDENTIFICA1 ION SOLUTIONS, INC. CHICAGO, ILLINOIS, AND CONTAINS �' � IDENTIFICATION 1 Remove the antenna, d roof rack, roof storage Chicago, IL 60630 PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN x'11_ box or similar. Fold in t(mw07 �y mirrors. SITE NUMBER ACCOUNT REP DATE SCALE Key -in your code or WHOLE OR IN PART, NOR MAY IT OR THE INFORMATION IT CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. 9870 2 insert choose card andnd choose wash NTS ` r, -t program. www.CorporatelDSolutions.com SIGNATURE DATE _1 M Drive into the middle 3 - of the car wash bay, & stop when lights turn red. Q O0 INSTRUCTIONS SIGN - AO 9.45 SF 11.11 TOTAL SF PG 215 %'Of whe°tka9e SWIM "ICORPORATE CUSTOMER LOCATION DRAWN BY REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE � Circle K City, St JR 01 5563 N Elston Ave. THIS DRAWING 1S THE PROPERTY OF CORPORATE IDENTIFICA1 ION SOLUTIONS, INC. CHICAGO, ILLINOIS, AND CONTAINS �' � IDENTIFICATION Chicago, IL 60630 PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN SOLUTIONS SITE NUMBER ACCOUNT REP DATE SCALE P: 773-763-9600 1 F: 773-763-9606 WHOLE OR IN PART, NOR MAY IT OR THE INFORMATION IT CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. 9870 Mike Shelly 04/26/19 NTS www.CorporatelDSolutions.com SIGNATURE DATE CIRCLE K ( 9870 1 WHEAT RIDGE, CO I CAR WASH PROPOSAL Reviewed for Zoning Ccmph.: nce by the ,' • - CAR WASH 1 e0 S 1 City ofWheat Riage Planning Division APPROVED 29" BY: TT 2"--� -j DATE: '5h 4 1' -CAR 315 SO FT COMMENTS: WASH. 3M 680-10 white reflective vinyl .080 aluminum face painted to match 3M 3630-33 red 2" X 11/2" sq. aluminum tube ano n..,a o"Q 6-,..c �c�o .e> ter• <^ n oz 62 CrN VO O i O O O 0 0 0 0 L L C O o G O O J O w - -O.. . G? Oc.` O t. ,O_ . O vn.- J�+ O p 9 .O 'o O �0 cn O o1161 12" i 1211 CORPORATE CUSTOMER LOCATION DRAWN BY IDENTIFICATION Circle K City, St JR C' S, SOLUTIONS SITE NUMBER ACCOUNT REP DATE 9870 Mike Shelly 04/26/19 O SHEET ALUM .080" ( TBE SQ. ALUM 2" X 2" X .125" 29" 2" REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE PG 315 City of Wheat Building 01 5563 N Elston Ave. THIS DRAWING IS THE PROPERTY OF CORPORATE IDENTIFICATION SOLUTIONS, INC. CHICAGO, ILLINOIS, AND CONTAINS PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF Chicago, IL 60630 CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN SCALE WHOLE OR IN PART, NOR MAY IT OR THE INFORMATION IT CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY P: 773-763-9600 1 F: 773-763-9606 OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. NTS www.CorporatelDSolutions.com SIGNATURE DATE CIRCLE K 1 9870 1 WHEAT RIDGE, CO ( CAR WASH PROPOSAL CAR WASH 1.0 $Z 2„—T— ( 291 2.49 SQ FT 3M 680-10 white reflective vinyl Reviewed for Zoning CcmP City of Wheat Ridge Plvinirb ulvr�wn APPROVEM .080 aluminum face painted to match 3M 3630-33 red Y' X 11/2" sq. aluminum tube By: 2T DATE: 5;-7COMMENTS: O SHEET ALUM .080" PG 4 /5 O TBE SQ. ALUM 2" X 2" X .125" 29" 2" City of Wheat Ridge Building Divisions CORPORATE CUSTOMER LOCATION DRAWN BY REVISION �Co CUSTOMER ACCEPTANCE Circle K City, St JR 01 040 THIS DRAINING IS THE PROPERTY OF CORPORATE IDENT'IPICATION SOLUTIONS, INC CHICAGO, ILLINOIS, AND CONTAINS 0 0 Chicago, IL 60630 PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORA'T'E IDENTIFICATION SOLUTIONS. INC BYWAY OF LOAN.IHIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN SOLUTIONS SITE NUMBER ACCOUNT REP DATE SCALE P: 773-763-9600 F: 773-763-9606 WHOLE OR IN PART, NOR MAY IT OR THF INFORMATION I'T' CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. i� 0 04/26/19 61 www.CorporatelDSolutions.com SIGNATURE DATE J O re 62 C. 00.Q> J O O Q� O Q- o r v 0 O O 61 O LJ �..�' �' - .�. O o ,2, o 0 ov 1211 1211 i By: 2T DATE: 5;-7COMMENTS: O SHEET ALUM .080" PG 4 /5 O TBE SQ. ALUM 2" X 2" X .125" 29" 2" City of Wheat Ridge Building Divisions CORPORATE CUSTOMER LOCATION DRAWN BY REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE Circle K City, St JR 01 5563 N Elston Ave. THIS DRAINING IS THE PROPERTY OF CORPORATE IDENT'IPICATION SOLUTIONS, INC CHICAGO, ILLINOIS, AND CONTAINS S IDENTIFICATION Chicago, IL 60630 PROPRIETARY AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORA'T'E IDENTIFICATION SOLUTIONS. INC BYWAY OF LOAN.IHIS DRAWING MAY NOT BE COPIED OR REPRODUCED, IN SOLUTIONS SITE NUMBER ACCOUNT REP DATE SCALE P: 773-763-9600 F: 773-763-9606 WHOLE OR IN PART, NOR MAY IT OR THF INFORMATION I'T' CONTAINS BE DISCLOSED OR TRANSFERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS, INC. 9870 Mike Shelly 04/26/19 NTS www.CorporatelDSolutions.com SIGNATURE DATE CIRCLE K ( 9870 1 WHEAT RIDGE, CO I CAR WASH PROPOSAL CAR WASH 1.0 53 211 -j-j 29" -j A\ a A Rc,vievJed for Zoning Coy ph,�nce b`•i fhQ City of Wheat Ricge Planning Division APPROVE -D 3.25 SQ FT 3M 680-10 white reflective vinyl .080 aluminum face painted to match 3M 3630-33 red 2" X 11/2" sq. aluminum tube BY: % I DATE: FJ-71tq COMMENTS: O SHEET ALUM .080" PG 5 /5 O TBE SQ. ALUM 2" X 2" X .125" 29" 2" City of Wheat Ridge Building Division CORPORATE CUSTOMER LOCATION DRAWN BY REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE Circle K e o JR 0 0 5563 N Elston Ave. O w.PROPRIETARY C S IDENTIFICATION Chicago, IL 60630 AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING SOLUTIONS SITE NUMBER ACCOUNT REP DATE SCALE P: 773-763-9600 F: 773-763-9606 MAY NOT BE COPIED OR REPRODUCED, IN WHOLE OR IN PART, NOR MAY IT OR THF INFORMATION IT CON LATNS BE DISCLOSED OR TRANSI ERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS. INC. 9870 Mike Shelly 04/26/19 NTS Y ✓S o G7' a <. L2 QJ .GS 0 0 oI G O RY C - O o e 1211 12"--� Rc,vievJed for Zoning Coy ph,�nce b`•i fhQ City of Wheat Ricge Planning Division APPROVE -D 3.25 SQ FT 3M 680-10 white reflective vinyl .080 aluminum face painted to match 3M 3630-33 red 2" X 11/2" sq. aluminum tube BY: % I DATE: FJ-71tq COMMENTS: O SHEET ALUM .080" PG 5 /5 O TBE SQ. ALUM 2" X 2" X .125" 29" 2" City of Wheat Ridge Building Division CORPORATE CUSTOMER LOCATION DRAWN BY REVISION CORPORATE ID SOLUTIONS CUSTOMER ACCEPTANCE Circle K City, St JR 01 5563 N Elston Ave. THIS DRAWING 1S THE PROPERTY OF CORPORATE IDENTIFICATION SOLUTIONS, INC. CHICAGO, ILLINOIS, AND CON'T'AINS w.PROPRIETARY C S IDENTIFICATION Chicago, IL 60630 AND CONFIDENTIAL INFORMATION. THIS DRAWING IS TRANSFERRED TO THE CUSTOMERS AND SUPPLIERS OF CORPORATE IDENTIFICATION SOLUTIONS, INC BY WAY OF LOAN. THIS DRAWING SOLUTIONS SITE NUMBER ACCOUNT REP DATE SCALE P: 773-763-9600 F: 773-763-9606 MAY NOT BE COPIED OR REPRODUCED, IN WHOLE OR IN PART, NOR MAY IT OR THF INFORMATION IT CON LATNS BE DISCLOSED OR TRANSI ERRED TO ANY OTHER PARTY OR PERSONS WITHOUT THE PRIOR WRITTEN CONSENT OF CORPORATE IDENTIFICATION SOLUTIONS. INC. 9870 Mike Shelly 04/26/19 NTS www.CorporatelDSolutions.com SIGNATURE DATE 1* � A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE 4bf Inspection Type: , Job Address: Permit Number: ❑ No one available for inspection: Re -Inspection required: Yes' No When corrections have been Dat6 �- 1 at 303-234-5933 i CITY 01' WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: f;C23 Job Address: Permit Number:v ❑ No one available for inspection: T' M0, M Re -Inspection required: Yes, - -0 When corrections have been made, call for re -inspection at 303-234-5933 s Inspector:`,",,-' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ` b � F--( #-..) ` Job Address: - g Q Permit Number: _ (_ O,t ,1 G ❑ No one available for inspection: Tim4 M% M Re -Inspection required: Y� When corrections have been made, call for re -inspection at 303-234-5933 Dat Inspect DO NOT REMOVE THIS NOTICE IV � I i CITY OF WHEAT RIDGE 9�'(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: TimeE7 U-AM/I'M Re -Inspection required: Ye _ No When corrections have been made, caI%for re -inspection at 303-234-5933 Date: t—, 1c;2 -/1 Inspector: �= DO NOT REMOVE THIS NOTICE //--y /-,, a.., . A%IoDr_:,_ i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303)' 2/35-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i a ' CA ^n Job Address: <j Permit Number:y/'�;`� F- ,N) L12 6:< ❑ No one available for inspection: Time Re -Inspection required: Yes- c When corrections have been made, call for re -inspection at 303-234-5933 Date: (,. J :*2- /> Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ' Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ., Job Address: Permit Number: (`. 0 � Ll Q 4 Ll No one available for inspection: Tim Re -Inspection required: When corrections have been ma e, ca or re -inspection at 303-234-5933 DatW."7 R Inspep#ti - -�_ DO NOT RLM- VE THIS NOTICE A = CITY OF WHEATIDCE Buiidin Inspection bivihion (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM)PM Re -Inspection required: Yes ("' No When corrections have been made, call for re -inspection at 303-234-5933 Date: f `L Inspector: DO NOT REMOVE THIS NOTICE 44, CITY OF WHET RIDGE uilding Inspd+ction Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE 1�n �) -SC1>g Inspection Type: 10.3� Job Address: 3 7'O ;' Permit Number: ���O y� U No one available for inspection: Time �' ((AM/� M Re -Inspection required: Yes(Ido_ . When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector:jf-� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ilding lns�pectio Division (303) 234-5933 Inspection line �(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1G`7 T�T Job Address: Permit Number:0')�"--=j ❑ No one available for inspection: Time %' AIVIPM Re -Inspection required:( _ equired:(__ est No When corrections have been made, call for re -inspection at 303-234-5933 Date: `5 /7 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Buoing Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Li Job Address:5� r ! iY l 6 j LlNo one available for inspecddw-Time �-`?,,-�5?`� AM/ Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date:-5 03-234- Date:5 , 17 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: <1 pu Permit Number: ` ;, - (0 ❑ No one available for inspection: Tim Re -Inspection required: Yes When corrections have been made, Date:S7— (5-- l M/PM re -inspection at 303-234-5933 A i CITY OF WHAT RIDGE %11Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 149,2- Job 49,2Job Address:" Permit Number: =-P-1r> ❑ No one available for inspection., --Time 0 ! <A PM Re -Inspection required: Ye - No When corrections have been made, call for re -inspection at 303-234-5933 Date: --S; < 141 (1 Inspector: /-)- — DO NOT REMOVE THIS NOTICE i CITY OF WHET RIDGE " iilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: —t P ❑ No one available for inspection Time M Re -Inspection required: Yes." No When corrections have been made, cX1`for re -inspection at 303-234-5933 Date: �5' Z ? / `71 Inspector: `------ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number:�- ❑ No one available for inspection: Ti Re -Inspection required: Yes" No When corrections have been made, qakhrfor re -inspection at 303-234-5933 Date. 7 ?:5-7 Inspec Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 237-8929 Fax INSPEqTION N?Tlf,,E Y-YN e L-(-- 7\ L) r Inspection Type: WiC w t,` (---A Job Address: 'V 0 :�_ k'- k 12 t " r\ Permit Number: C) 0 j U No one available for inspection: Time AM/PM Re -Inspection required: Yes /IqQ When corrections have been made, call for re -inspection at 303 -234 - Date: _�,'' U- \c, Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: I ,EEE! c%T� Permit Number:)'�r_` ❑ No one available for inspection: Time ', 4 t, c, AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 'i; 3, / � Inspector; DO NOT REMOVE THIS NOTICE i 'CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:, n'4*%C'C0r-\_ Job Address: t Permit Number: p , ❑ No one available for inspection: ime A� Re -Inspection required: Yes No, t y 1t When corrections have been made, call for re -inspection at 303-234-5933 Date: "�'' "j Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 2D ❑ No one available for inspection: Time AI'/PM Re -Inspection required: YesAN When corrections have been made, call for re -inspection at 303-234-5933 Date: _5� )• ( ginspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 2D ❑ No one available for inspection: Time AI'/PM Re -Inspection required: YesAN When corrections have been made, call for re -inspection at 303-234-5933 Date: _5� )• ( ginspector: DO NOT REMOVE THIS NOTICE '$ CITY OFA VVEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: S �? Permit Number: 43 ❑ No one available for inspection::.T-i — AM/ M Re -Inspection required: Ye When corrections have been ma e, call for re -inspection at 303-234-5933 Date: `�<' 0'—Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE BuiftiFng Inspedtion ivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L flti & Job Address: Permit Number: T Vw ❑ No one available for inspection: TirrYe' `I t,,`AM_10M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 -Date: - r inspector:-,,' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1l 01 Job Address: 3 d " � �� ' 01 " � c, s t Permit Number: U ri o ``d `I ❑ No one available for inspection: Time J j" F ' AM/PM Re -Inspection required: Yes No r - *When corrections have been made, call for re -inspection at 303-234- Date:- ``� `' inspector: I DO NOT REMOVE THIS NOTICE i CITY.OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Q�,20/'I P.��, 'C.n( 1C_ f Job Address: 3;Sh�;— Permit Number: LANo one available for inspection: Time AAII�' Re -Inspection required: Yes ��o When corrections have been made, cell fo� re -inspection at 303-234-5933 Date: a2 1 c Ins e CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 12a 5 \ "� &- Job Address: 713 0'5-- \ . ,) ;c; 3`1- Permit Number: c�),CZ k'1.0), ❑ No one available for inspection: Time t AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: ` ` Inspector: DO NOT REMOVE THIS NOTICE 4' CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office # (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /0v, Cl Job Address:. S3 5 V_ I C, Permit Number: o j G I.J No one available for inspection: Time AM/PM Re -Inspection required: ("'e / No When corrections have been made, call for re -inspection at 303-234-5933 Date: inspector: DO NOT REMOVE THIS NOTICE City of W heat Pd e COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 . Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(66.wheatridge.co.us FOR OFFICE USE ONLY Date: l Add to Permit # i Building Permit Revision/Amendmr ,it Application "** Please complete all highlighted areas on both sides of this form. Incom applications may not be processed. *'* Property Address: 3805 Kipling St. Property Owner (please print): Circle K Stores Inc. Property Owner Email: ppeppela@circlek.com Mailing Address: (if different than property address) Address: 5500 S. Quebec St. City, State, Zip: Greenwood Village, CO 80111 Land Development Consultants Contact Person: Sofia Hernandez Contractor: Black Canyon Construction Contractors City License #: Phone Phone: (720) 758-6223 (480) 414-2420 Phone: (210) 748-4001 Contractor E-mail Address: reed@blackcanyonconstruction.com Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: Revised plans to add a booster pump and holding tank to the car wash. Sq. Ft./LF Amps Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 0.00 ONVNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiA, that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (AUTHORIZED REPRESENTATI (OWNER) (CONTRACTOR) PRINT NAME: J04 tfWnanRfX- SIGNATIIRE: Cs/JIC�n�i ' DATE: 3/1919 ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $, VAN i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION jNOTICE Inspection Type: fo�c�i:• Job Address: 3P, eqr kna f f Permit Number: Q M ❑ No one available for inspection: Time ) V �' AM/PM Re -Inspection required: Yes / No? Com, When corrections ave been made, call for re -inspection at 303-234-5933 Date:' Inspector: M -F // DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �-yV `��• A r^ e Job Address: O 1 . a - Permit Number: C), ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes) No When corrections have been made, call for re -inspection at 303-234-5933 Date: `-1 - � U - 'i `_! Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 7, i Permit Number: of =? ❑ No one available for inspection: Ti Re -Inspection required: Ye' When corrections have been made, Date at303-234-5933 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�''_� Job Address: ? V IC- k Permit Number: . L 1`1 Ll No one available for inspection: Time C'c1' a b AM/PM � Re -Inspection required: Yes No") When corrections have been made, call for re -inspection at 303-234-5933 i Date: 9 ' _�' V5l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division �. (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: C----1 Job Address: 7�Cr iL'� �. r Permit Number: r ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:-'-- 1 _'!) - i `f � Inspector: ®O NOT REMOVE THIS NOTICE i CITY JOF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: - Ekc Co�D�cn , r s Job Address: Permit Number: 9 o) 7 0 19,z4 3 c.f ff ❑ No one available for inspection- Tire&-) M Re -Inspection required: Yes When corrections have been made, cell fo e -inspection at 303-234-5933 nnto \ In�non+ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `/ Job Address: Permit Number: 1l1 D 'i `t'3A ❑ No one available for inspection: Time {_ AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: �j `� Inspector:-> DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 5 0 C `P Job Address: Permit Number: 17 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: �'' ' Inspector: C� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: J /�� F Job Address: 3800 :JI, n g 3 Permit Number: '�/ 70(,;1/ 3 ❑ No one available for inspectio: Time %0f AM/PM Re -Inspection required: Yes �o When corrections ha a been made, call for re -inspection at 303-234-5933 /r Date: . 7/7/ Inspector: / 00 NOT REMOVE THIS NOTICE 41 CITY 01= WHEAT RIDGE -.A Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office e (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �ol Job Address: Permit Number: -7 Ll No one available for inspection: Time---� M/ Re -Inspection required: Yes No When corrections have been made; cal r re -inspection at 303-234-59 Dat 5 In sip:;= I I i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NONCE Inspection Type: Job Address: Permit Number: V -X -T— ❑ No one available for inspection: Time _ 036 AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: s + i ` Inspector:" DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE) InspectionType: 01 - Elec Co,�)e/CVj%jV,4 Job Address: S G S— k' g 1"t, .7 S Permit Number: -,O o 17 0 o �J 3 Ljl ❑ No one available for inspection: Time M%P Re -Inspection required: Yes CNo—,,) When corrections have been made, call .fo e -inspection at 303-234-5933 Dat 3 — Inspector. y DO NOT REMOVE THIS NOTICE �� i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �' l ✓`ECS C, rL- '�'_ �"C' P"/VL Job Address: k t Q 1 N v -Nn � Permit Number: c2 6V-\ D SJ _It� ) re - t ❑ No one available for inspection: Time "4 -' A' AM/PM Re -Inspection required: �Ye8 No When corrections have been made, call for re -inspection at 303-234-5933 Date: ti 1 IC1 Inspector: D NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building`Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: aol` L�� Job Address: 01::� K Permit Number: ❑ No one available for inspection: Time_`-�M .-. -- Re -Inspection required: Yeg`,No When corrections have been made, call for re -inspection at 303-234-5933 J Dat Inspecto . i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE � r Inspection Type: c'� c `^1t ' v n c� P r c Job Address: 7% Permit Number: ❑ No one available for inspection: Time ! ' AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date:- j inspector: .tR: DO NOT REMOVE THIS NOTICE .�.� CITY OF WHEAT` 1115GE �� Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE t Inspection Type: Job Address: Permit Number: 20 1-70 , ❑ No one available for inspection: Time`Dmm Re -Inspection required: Ye, `�No When corrections have been made,jcatill-TAre-inspection at 303-234DateInspec'1�' DO NOTREMTHIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 237-8929 Fax INSPECTLON NOTICE Inspection Type: Job Address: Permit Number: 0 --1 -w j Ll No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Dater I /,) / / // ci Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 20Un,1 �\')r-.VDIr"(,�(_C L INSPECTION NOTICE 0 v (-�T Inspection Type: t1 N r �__je� c.-\ r r r -c n C_p Job Address: �' 1- ^ c v 54-- Permit Number: ZIP 112 0 r ❑ No one available for inspection: Time - AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: w d . 1 Inspector: DO NOT REMOVE THIS NOTICE r i CITY OF WHEAT RIDGE, _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 2 S l Permit Number: P, 0 1 i ❑ No one available for inspection: Timd=y '¢_-' p �AM/PM Re -Inspection required: Yes No When corrections have been made, call #Or'rg-inspection at 303-234-5933 Date l Inspecto DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE 2o3` sewer t)", _ C -X Inspection Type: 3 0 1 - n1 e` a /_ ,/ S--vc.ea Job Address: 3 Q o 5- 4 - Permit Number: a l7 q 3 L) /_ 0.4_"t � C 14- "ek ) 1!► G ri h i r r I C? n G r' c.'rtLe 0 f1 rl 4-r_,1: Lo V. �. u cc ❑ No one available for inspection: Time I r) =-Sy M/ M Re -Inspection required: Yes 'No *When corrections have been made, call for re -inspection at 303-234-5933 I Date: -rP///3 ) c Inspector: T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE I Inspection Type: f r , ; Ck 0 r C,� [��,�..,r � G- T_ Job Address:�?SaS Permit Number: 4 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: \`l inspector: t Dd NOT REMOVE THIS NOTICE i. CITY & WHEAT RIDGE Building Inspection Division (303) 234=5933 Inspection line (303) 235-2855 Office • (303) 237:�-8929 Fax INSPECTION NOTICE Inspection Type: '90-3- Sewer U n d- C x 4 Job Address: 3 4 o Ss-�- Pe��rmit Number: H C 1-7 p g G) 3 Gl `7P UJer n -t r,, M O r a e -e n c c, -k c 0 ❑ No one available for inspection: Time -3 = 17 AM,9 Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 Date: ',) 8 //9—inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ` Job Address: . /-1),-/7S Permit Number: I ❑ No one available for inspection: Time i'��-'� AM/PM Re -Inspection required: Yes FNo� When corrections have been made, call for re -inspection at 303-234-5933 Date: % Inspector:_ 1VT_y DO NOT REMOVE THIS NOTICE City of W h6, atIidge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Su`bontractor's insurance and license must be up to date prior to permit issuance. Project General Electrical Sub -Contractor Permit #: Z 0 q3q Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Mechanical Contractor Company Name: 4de Phone: �0�� �q Wheat Ri. Li se #- (required field) Signature of Author' d Agent Date i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �`1 �^� z-'zr �"-'L) Job Address: � Permit Number: �, �`� {��' �� ❑ No one available for inspection: Time (_)V-7 Fl AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 e Z Date: � ��, Inspector: f O NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE j Inspection Type: irl'1 U i 1 r L ;• 1 Job Address: �� `;- t �N_ Permit Number: ❑ No one available for inspection: Time i AM/PM Re -Inspection required: Yes _60% When corrections have been made, cafilor re -inspection at 303-234-5933 Date: I "�.`� c, Inspector: h �0 NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office e (303) 237-8929 Fax llypwqCTION NOTICE Inspection Type: O -N Job Address: . Permit Number: U,0�c, r wj A S, 11\1 A& w 0 L) No one available for inspection: Time �UU' AM/PM Re- Inspection required: No When corrections have been made, call for re -inspection at 303-234-5933 \3 �SCA Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ���C r N r,\ L. �� ', r Job Address: U CaC, Permit Number: k1 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes 'No When corrections have been made, call for re -inspection at 303-234-5933 Date: i ��' ►� Inspector: ; DO NOT REMOVE THIS NOTICE ti 0 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes 'No When corrections have been made, call for re -inspection at 303-234-5933 Date: i ��' ►� Inspector: ; DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 7-n"Ll r A 1 Ll� Y Job Address: ; c �� t C� fo ; N Permit Number: c,'t.� V') A Ll No one available for inspection: Time` AM/PM Re -Inspection required: Yes ,:No" When corrections have been made, call for re -inspection at 303-234-5933 Dater t ' I 1 Inspector: t, l DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit�Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required AYe No When corrections have been made, call for re -inspection at 303-234- Date:- I ,/ I 1 It Inspector: i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 D'S ` o v,, mac' 1,rc Job Address: O S Permit Number: O 17 ©� U No one available for inspection: Timms 0� AM/PM Re -Inspection required: Yeso When corrections have been made, call for re -inspection at 303-234-5933 Date: "" Inspecfp DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE �B)uilding Inspection Division (30 Ui" 3 234-5933 Inspection line �(303)235-2855 Office * (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r(-)Jr\V-\ ry-\r r'V,, Job Address: Permit Number: Ll No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: L= 1 r Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE C,4 1\ , 10 , --c r Inspection Type: -� Job Address: J V-1 ► 'P1 Permit Number: .30�__l J No one available for inspection: Time AM/PM Re -Inspection required: ,Yep No When corrections have been made, call for re -inspection at 303-234-5933 Date:J Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: K -2%l< i ( u+nr V,) Job Address: Permit Number: 7 C� 1'1 '? ❑ No one available for inspection: Time - AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time J 3 11 0 AM/F�Nf Re -Inspection required: PYes No When corrections have been made, call for re -inspection at 303-234-5933 Inspector:'`} E DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: f ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call fob re-inspec#LogAt303-234-5933 Dater -NJ Inspec r" DO NOT REM&I' E THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: CQU ( t 'r`� Job Address:��- Permit Number: a ©,� ❑ No one available for inspection: Time AMYPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date:— Inspector: "= f i DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t Job Address: f Permit Number: ❑ No one available for inspection: Ti e . 2 M Re -Inspection required: Yeses When corrections have been made, call for -re -inspection at - --5 3&, Date: �--� � i Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 300' �I VV4� Job Address: .J)rf0 S Cp"I"jN11, Permit Number: `Zol70�, `#' q ❑ No one available for inspection:.Time ; !�Z AM/PM Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date:-)-? r� J / ��j Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:_�-S}� Job Address: Permit Number: I '94-1, .- W\_C_ o, (-) .d (1), r-,_\--� ti..,.- -- in,, ❑ No one available for inspection: Time 1 ��i'� /PM Re -Inspection required: Yes *) When corrections have been made, call for re -inspection at 303-234-5933 Date: i �`�� 1 Inspector: k DO NOT REMOVE THIS NOTICE e A i CITY OF WHEAT RIDGE __:��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax X11 �ce.i\C.�1rOV S INSPECTION NOTICE h e A v'" "",- Inspection Type: �-J --f- s ✓Gv� .c a �',n r�. Job Address: G! Permit Number: Q -W � \ ! i U/t k `' ('C' e, `i' ( /' ❑ No one available for inspection: Time ' 1� A� PM Re -Inspection required: Yes, No When corrections have been made, call for re -inspection at 303-234-5933 Date:—,-) 11 i 1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE __:��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L_`G- C� t� _ c Job Address: Permit Number: C ❑ No one available for inspection: Time AM/PM Re -Inspection required: Y" When corrections hate been made, c 1 for re-inspeotfon-at 303-X345933 ` Y 7 Date: -/,;—;7 Inspe- ._�-�.-- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:o Job Address: i Permit Number: - ❑ No one available for inspection: T me i AM/PM Re -Inspection required: Yes 1N.01 L When corrections have been made, call for re -inspection at 303-234-5933 Date: ilt) Inspector:/ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _310- Ce ,.4 . Ole 4r r Job Address: 346 o S- e r, .'., a , / Permit Number: e 0 t -7 o g L) 3 y ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes 00-7) *When corrections have been made, call Avrwre-inspection a MaP ,2` 6933 Date: -" )Z:,.Jnspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ';?o J- oec_ Ile r_110,1Jc.,�- Job Address: --S g b 5- sc-'* Permit Number: -d 0 1 y I -J ❑ No one available for inspection: Time (l-��--' AM/PM Re -Inspection required: Yes No When corrections have been made, call for te-inspection at 303-234-5933 Date: / a Inspector. f DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial New Structure PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 sq ft; store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq ft total *** CONTACTS *** OWNER (720)489-6012 GC (830)331-7440 SUB (303)762-1270 SUB (303)722-5742 SUB (720)328-3335 CIRCLE K STORES INC David T. Valsassina Al Merrill Albert Carlton Brooke Colby 180214 Black Canyon Construction Cc 060017 Denver Commercial Plumbing 018647 Carlton Electric, Inc. 140292 Ducted Comfort *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,143,401.20 FEES Total Valuation 0.00 Plan Review Fee 4,584.09 Use Tax 24,011.43 Permit Fee 7,052.45 Engin. Review Fee 3,600.00 Plan review Addition 120.00 Plan Review Addtiona 120.00 ** TOTAL ** 39,487.97 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge y Commercial New Structure PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq sq ft; ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; /-�p�li m s building codes, and all applicable municipal codes, policies and procedures, and that 1 am the legal owner or have been authorized by the legal owner of the property and an authorized to obtain this permit and perforn� the work described and approved in conjunction with this ermit. I further attest that I am le ally authorized to include al[ entities named within this document as parties to the work to be �, performed an�1 that all w�ik to be�iermed is disclosed in this document and/or its' accompanying approved plans and specifications. �)NG ! n_�b Signature of OWNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall otify the Building and Inspection Services Division in accordance with established policy of all re uired inspect and shall no p oceed or conceal work without written approval of such work from the Building and Inspection.3ervices Dives n 6, The nice ran it shall not be construed to be a permit for, or an approval of, an violation of any provision of any appl; r a r regulation of this jurisdiction. Approval of work is subject to fYeld inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line r (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: - /;L2 j ❑ No one available for inspection: Time ids) AM/PM . Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5 33 Date:'` Inspector` I/ / DO NOT REMOVE THIS NOTICE City of WheatRdge COMMUNITY DEVELOPMENT FOR OFFICE USE ONLY Approved by: Inspector Date City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification shall be signed and sealed by a CO Professional Engineer and submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: 11/19/18 PERMIT# 201708434 ADDRESS: 3805 Kipling Street, Wheat Ridge, CO 80033 LOT 1 , BLOCK n/a EQUINOX SUBDIVISION FILING NO. 1 SUBDIVISION SURVEYOR: I hereby certify that the elevation and location of the recently formed/constructed structural foundation for the above property described above has been measured by me or directly under my supervision. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: 19.3' REAR: n/a SIDE: 16.3' SIDE: n/a Kipling Street W. 38th Avenue The MINIMUM ELEVATION has been determined to be: _5385.5 NW corner _ (NAVD88). All measurements have been determined on the following location: Check only one): Top of proposed foundation prior to placement of concrete X Top of46tmda iefr subsequent to placement of concrete SLAB pN00 L/C The setback and elevation measurement locations are identified on the attached exhibit.••"'•••• F LYNN ✓••.SC' Q p; Signed Pro sslonalS eyor 43� , 3a 495 fn; 0 • • �/ Print Stacy Lynn Jacobs, Colorado PLS #38495 Date It 9 .ZA1$ mss•'•. ..•'•Q� ONA L LA ENGINEER: i F I hereby certify that the few setbacks and elevations for all recently con corners as stated herein have been found by me to be in compliance with all' 's�o Ma Rijiim t construction plans as approved by the City of Wheat ni gP.: o l—� 42470 Signed 1Prrofe Professional Engineer Print �� � V ! 0(��� r Date 1 I E) c�S �SS�0-N*Z' G� www.ci.wheatridge.co.us Rev 10/18 EXHIBIT N89'26'18"E 291.42' N CO t0 N N N N SCALE: 1 "-50'Qo w H W co TOP OF PROPOSED SLAB ELEVATION = 5395.00 D z z EXTERIOR OF FORMS a 0. x 113.8' 19.7' - C-4� 20.0' M 19.3' S89'26'18"W 273.45' A=089' 17'32" W. 38TH AVENUE R=18.00' J L=28.05' ChB=S44'47'32"W ChL=25.30' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSP,,TCTION NOTIC �— Inspection Type: Y-1� Job Address: PermitNumber:�— ❑ No one available for inspection: Time Re -Inspection required: Yes (MOL.) When corrections have been made, call for re -inspection at 303-234-5933 Date:_t I :Zi i . Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _��9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office . (303) 237-8929 Fax INSPECTION NOTICE Q,5 �. / ,w, 4-q// Inspection Type: -� Job Address: 3905- 5 Permit Number: 9-0/70j5'-/36/ ❑ No one available for inspection: -Time 2C--"AM/PM Re -Inspection required: Yes fNo�- When corrections have been made, call for re -inspection at 303-234-5933 Date:{ / Inspector: e DO NOT REMOVE THIS NOTICE 41 1 City Of " Wheat�dge COMMUNITY DEVELOPMENT 2-01-20SV3Y FO OFFICE USE ONLY Approv Inspector I Date ' City of Wheat Ridge Municipal Building 7500 W. 29'ti Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification shall be signed and sealed by a CO Professional Engineer and submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: 11/19/18 PERMIT# 201708434 ADDRESS: 3805 Kipling Street, Wheat Ridge, CO 80033 LOT 1 ---.,BLOCK n/a , EQUINOX SUBDIVISION FILING NO. 1 SUBDIVISION SURVEYOR. I hereby certify that the elevation and location of the recently formed/constructed structural foundation for the above property described above has been measured by me or directly under my supervision. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: 19.3' REAR: n/a SIDE: 16.3' SIDE: n/a Kipling Street W. 38th Avenue The MINIMUM ELEVATION has been determined to be: _ 5385.5 NW corner (NAVD88). All measurements have been determined on the following location: Check only one): Top of proposed foundation prior to placement of concrete X Top of4oundafieff subsequent to placement of concrete SLAB op,P,00•L/C The setback and elevation measurement locations are identified on the attached exhibit. � .• V 'Vol.O Signed' ~4�� 495 o Pro ssional S eyor t�pps Sea o n • • �. Print Stacy Lynn Jacobs, Colorado PLS #38495 Date �I i 9 18 �`�so JQ�� ....• �qG LANO�' ENGINEER: I hereby certify that the foundation setbacks and elevations for all recently constructed building corners as stated herein have been found by me to be in compliance with all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. Signed Professional Engineer Print Date www.ci.wheatridge.co.us (Engineer's Seal) Rev 10118 EXHIBIT N89'26'18"E 291.42' x N O (6 N N N N SCALE: 1 "=50' 3 o W TOP OF PROPOSED SLAB ELEVATION = 5395.00 0 E- cl) ya00 o EXTERIOR OF FORMS M Z � 0. 19.7' - 20.0'— C-4 I� 19.3' S89'26'18"W 273.45' A=089' 17'32" W. 38TH AVENUE R=18.00 L= 28.05' ChB=S44'47'32"W ChL=25.30' Arp Engineering, Inc. 24)1709131 PO Box 587� �' f V Monroe, NC 28111 704-225-0079 Office 704.225-0999 Fax Design Criteria Worksheet PE- L. Dean Arp, Jr., Colorado PE 38703 Project No.: 52920 Rev D Date: 9/26/18 Project Name: Circle K Importance Factor (Is): 1.0 Prepared for: McGee Corporation Gp,>P�1'� 4•, '��o 12701 East Independence Blvd.G; Thermal Factor (Ct): PO Box 1375 Matthews, NC 28106-1375 S���• 38703 Canopy Size: 43'-0"x124'-6" �; tr ?.,'• is • Project Address: Street: W. 38th Ave. &Kipling St. ��' . City: Wheat Ridge Risk Category: County: Jefferson State: CO Zip Code: 80033 Ultimate design wind speed, Ver: Building Code: 2012 IBC Roof Live Loads: 20 PSF Roof Dead Loads: 5 PSF Snow Loads: Importance Factor (Is): 1.0 Ground Snow Load (Pg): 30 psf Thermal Factor (Ct): 1.2 Exposure Factor (Ce): 1.0 Wind Loads: Importance Factor (Iw): 1.0 Risk Category: II Basic Wind Speed Ultimate design wind speed, Ver: 136 mph Nominal design wind, Vasd: 105 mph Exposure Category: C Seismic Loads: Importance Factor (IE): 1.0 Risk Category: II Site Class: C Cttyof Seismic Design Category: B Mapped Spectral Accel. @ 0.2 sec. (Ss): 0.191g Mapped Spectral Accel.@C1.0 sec.i): 0.060g% eat Site o e ( Ridge Site Coefficient, Fv: 1.7 G• Design Spectral Accel. @ 0.2 sec (SDs): 0.153g 9 DMslOt� Design Spectral Accel. @ 1.0 sec (SD1): 0.0688 Seismic Base Shear: 6.54 kips Soils Criteria: After mitigation of the existing fill, 2,000psf allowable bearing capacity can be used for design per the geotechnical report by CTL Thompson dated May 19, 2016, Project No. DN48,345-125. Design Comments / Assumptions: Live load reductions are not utilized in canopy steel or foundation design. 2. Decking, purlins, and girders are designed for unbalanced snow loading per ASCE 7. 3. Decking does not transfer lateral forces with diaphragm action. Canopy steel is designed to transfer lateral forces with strong and weak axis bending. 4. Decking does not brace canopy purlins against lateral torsional buckling. Deck clips do not have adequate shear capacity to transfer lateral bracing forces into the deck. 5. Inflection points are not used as braced points in beam design (per AISC). 6. McGee decking (3"x16", 20ga.) can support the following allowable design moments: Ma (+) = 0.956ft*k positive moment Ma 0 = 0.682 ft*k negative moment Design calculations will be provided if requested. 7. McGee deck clips can support an allowable vertical design load of 394 lbs/clip. Test data will be provided if requested. 8. Canopy lateral forces are resisted by cantilevered columns (inverted pendulum system). 9. Foundations are designed as `structural plain concrete' per ACI 318. I 11 I STRUCTURAL DESIGN structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral force -resisting system. Every structure shall be designed to resist the overturning effects caused by the lateral forces specified in this chapter. See Section 1609 for wind loads, Section 1610 for lateral soil loads and Section 1613 for earthquake loads. 16045 Risk category. Each building and structure shall be assigned a risk category in accordance with Table 1604.5. Where a referenced standard specifies an occupancy cate- gory, the risk category shall not be taken as lower than the occupancy category specified therein. 16045.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same risk category, it shall be assigned the classification of the highest risk category corresponding to the various occupancies. Where buildings or structures have two or more portions that are structurally separated, each portion shall be separately classified. Where a sepa- rated portion of a building or structure provides required TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES RISK CATEGORY NATURE OF OCCUPANCY Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to: I • Agricultural facilities. • Certain temporary facilities. • Minor storage facilities. II Buildings and other structures except those listed in Risk Categories I. III and IV Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to: • Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 310. • Buildings and other structures containing elementary school, secondary school or day care facilities with an occupa load greater than 250. • Buildings and other structures containing adult education facilities, such as colleges and universities, with an occupant load greater than 500. • Group I-2 occupancies with an occupant load of 50 or more resident care recipients but not Having surgery or emergency treatment facilities. • Group 1-3 occupancies. • Any other occupancy with an occupant load greater than 5,000'. • Power -generating stations, water treatment facilities for potable water, waste water treatment facilities and other public utility facilities not included in Risk Category W. • Buildings and other structures not included in Risk Category IV containing quantities of toxic or explosive materials that: Exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2) or per outdoor control area in accordance with the International Fin Code; and Are sufficient to pose a threat to the public if released ". Buildings and other structures designated as essential facilities, including but not limited to: • Group 1-2 occupancies having surgery or emergency treatment facilities. • Fire, rescue, ambulance and police stations and emergency vehicle garages. • Designated earthquake, hurricane or other emergency shelters. • Designated emergency preparedness, communications and operations centers and other facilities required for emergency response. • Power -generating stations and other public utility facilities required as emergency backup facilities for Risk Category IV IV structures. • Buildings and other structures containing quantities of highly toxic materials that: Exceed maximum allowable quantities per control area as -given in Table 307.1(2) or per outdoor control area in accordance with the International Fire Code; and Are sufficient to pose a threat to the public if released °. • Aviation control towers, air traffic control centers and emergency aircraft hangars. • Buildings and other structures having critical national defense functions. • Water storage facilities and pump structures required to maintain water pressure for rue suppression. a. For purposes of occupant load calculation, occupancies required by Table 1004.1.2 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load. b. Where approved by the building official, the classification of buildings and other structures as Risk Category ill or IV based on their quantities of toxic, highly toxic or explosive materials is permitted to be reduced to Risk Category IL provided it can be demonstrated by a hazard assessment in accordance with Section 1.5.3 of ASCE 7 that a release of the toxic, highly toxic or explosive materials is not sufficient to pose a threat to the public. 336 2012 INTERNATIONAL BUILDING CODE® CHAPMR I GENERAL Table 1.5-1 Risk Category of Buildings and Other Structures for Flood, Wind, Snow, Earthquake, and Ice Loads Use or Occupancy of Buildings and Structures Risk Category Buildings and other structures that represent a low risk to human life in the event of failure All buildings and other structures except those listed in Risk Categories I, III, and IV 11 Buildings and other structures, lite failure of which could pose a substantial risk to human life. III Buildings and other structures, not included in Risk Category IV, with potential to cause a substantial economic impact and/or mass disruption of day-to-day civilian life in the event of failure. Buildings and other structures not included in Risk Category IV (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosives) containing toxic•or explosive substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction and is sufficient to pose a threat to the public if released! Buildings and other structures designated as essential facilities. Buildings and other structutes, the failure of which could pose a substantial hazard to the community. Buildings and other structures (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, or hazardous waste) containing sufficient quantities of highly toxic substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction and is sufficient to posts threat to the public -if released., Buildings and other structures required to maintain the functionality of other Risk Category IV -structures. IV 'Buildings and other structures containing toxic, highly toxic, or explosive substances shall be eligible for classification to a lower Risk Category if it can be- demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.3 that a release -Of the substances is commensurate with the risk associated with that Risk Category. . exceed the member design strength (also called "load and resistance factor design'). TEMPORARY FACILMES: Buildings or other structures that are to be in service for a limited. time and have a limited exposure period for environ- mental loadings. TOXIC SUBSTANCE: As defined in 29 CFR 1910.1200 Appendix A with Amendments as of February 1, 2000. — 1.2.2 Symbols Fr A minimum design lateral force applied to level x of the structure and used for purposes of evaluating structural integrity in accordance with Section 1.4.2. Ws The portion of the total dead load of the struc- ture, D, located or assigned to Level x - D Dead, load. L Live load. L, Roof live load N Lateral notional load used to evaluate confor- mance with minimum structural integrity criteria. 2 R Rain load. S Snow load. 13 BASIC REQUIREMENTS 13.1 Strength and Stiffness Buildings and other structures, and all parts thereof, shalt be designed and constructed with adequate strength and stiffness to provide structural stability, protect nonstructural components and systems, and meet the serviceability requirements of Section 1.3.2. Acceptable strength shall be demonstrated using one or more of the following procedures: a. the Strength Procedures of Section 1.3.1.1, b. the Allowable Stress Procedures of Section 1.3.1.2, or c. subject to the approval of the authority having jurisdiction for individual projects, the Performance -Based Procedures of Section 1.3.1.3: 52920 Rev A IBC2012 ASCE 7-10 (Pg --30, Vud=136) Loads,XLS Snow Loads ASCE 7-10 (Chapter 7) Project p Project Name Engineer Date Risk Category II (Table 1.5-1) Flat Roof Snow Load Exposure Factor, Ce 1.00 (Table 7-2) Pf = 25.20 psf Thermal Factor, Ct 1.20 (Table 73) Importance Factor, 1 1.00 (Table 1.5-2) Does Pbnin apply? Yes Ground Snow Load, Pg 30 psf beta Knimum Flat Roof Snap Load 7O1N+O.6 2.13 degrees Pfmin = 20.00 psf 275 beta pi/gammaW 7.32 degrees Rain -on, -Snow Surcharge NS ('NS' for Non -Slippery, 'S' for Slippery Roof Sufece) Prain = NA psf 52920 Circle K Wheat Ridge, CO LDA Rev A 1I3/P017 Use W+r- 25.20 psf SLOPED ROOF Roof Type Flat Flat(-5deg),Mono,Hip,GsW L 124.50 it W 43.00 ft he 0.00 ft L/W 2,90 beta 0.81 7O1N+O.6 2.13 degrees 275 beta pi/gammaW 7.32 degrees Roof Surface NS ('NS' for Non -Slippery, 'S' for Slippery Roof Sufece) Sloped Roof Snow Load Ps = 25.20 psf Roof Slope 0 on 12 Roof Slope 0.00 degrees 25.20 pill 25.20 psf Slope Factor, Cs 1.000 (calculated Fig. 7-2) 1.5Pf/Ce NA psf consider balanced load only NA psi NA 1.5Ps/Ce NA psf 0.3ps NA psf NA sf NA ost NA psi 1.2(1+beta/2)ps/Ce NA psf 0.3pf 7.56 psf NAPSI NA PSI NA psf 1.2 pf / Ce 30.24 psf 1.2(1+beta)pOCe 54.84 psf 1.2 pf / Ce + gamma he 30.24 psf DRIFT Snow Density gamma 17.90 Dof (Eq. 7.4) Balanced Snow Height, hb - 1.41 R Structure Height Above Low Roof, Hur 2.333 A IWhb = 0.66 Consider drift loads Clear Height from Balanced Snow to Upper Roof, hc� 0.93 R (Huranb) Leeward Wind Length of Upper Roof of Drill, Lu= 0.00 ft 0.00 1t Lut= 25 it (ifLu-W use 25) Height of Drift, hd= 0.93 R 0.93 ft (Fig. 7-9) (Hd e= hc) Lu2= 25 A (s Lu -,:M use 25.) Windward Wvx1 Length of Lower Roof fir, 1 Olr, 2 of Ddt, Lu- 43.00 If 124.50 ft Lut= 43 It (d Lu-cW use 25,) Height of Dri4 hd= 0.93 It 0.93 R (Fig. 7.9) (Hd <= ho) Lug= 124.5 R (If Lu< & use 25,) .75 x Pal= 0.69 ft 0.69 R Use hd= 0.93 It 0.93 It Maximum Drift Surcharge, Pd= 16.56 psf 116.56 psf Drift Wkfth, w= 3,70 It 3,70 ft CHAPTER 7 SNOW LOADS M cs.t..s, sl0eapeol0o cy.. t9ludNs.re t�,,.a to ..e.ewat tea •n.w bstN, �.t. b.., vri W On, instawbmkInto" W*"pnwkweoup" Ntuntfaslnp.r..Otssas t7pra.mA Me sPPsr dM.tlo11 4tnMs H PosifortM Qeosnd.trow bsd vshtss psserdsd Debw. 06tsapadgo asw.luds. arotequsrd b NAed11sA OrOund snow batM.t.bvslbnt tat eevsnd 0. •900 400 300 go FIGURE 7-1 Ground Snow Loads, P, for the United States (Lb/Ft). 34 10 6 CD ._ C C3 4 t� MINIMUM DESIGN LOADS Balanced $now Load FIGURE 7-8 Configuration of Snow Drifts on Lower Roofs. If lv> 600 ft, use equation to= 600 ft 400 200 100 50. 20 2 Iflu<20ft, use lu=20ft hd=0.43 4 pg+10--1.5 0 20 40 60 80 iC pg, Ground Snow Load (ib/112) To convert bW to kNhn2, mtl#* by 0.0479. To convert ft to m, mtdtlpty by 0.3048. FIGURE 7-9 Graph and Equation for Determining Drift Height, hd. 41 52920 Rev A ISC2012 ASCE 7-10 (Pg=30. Vult=136) Loads.XLS Wind Loads ASCE 7-10 (Chapter 26) Monoslope Roof Over Open Building Project 0 Project Name Engineer Date 52920 Circle K Wheat Ridge, CO LDA Rev A 01/03/17 Risk Category II (Table 1.5.1) Fascia Height Factor, G = 3 ft Importance Factor, 1 1.00 (Table 1.5-2) Trib Width Y 36.63 .33.571 33 ft Exposure Category C (26.7.) # of Cols 8 Design Wind Velocity (Vult) 136 MPH (Figure 26.5-tA,B,C) PYA =qz GCpn p (+) = 36.63 9.16 psf Af 1 = Heigh, z 19 ft p (-) _ -33.57 -3.05 psf Af 2= 129.00 sf Use Heigh, z 19 ft (Note: Zmin=30' for Case 1 Exp. B) PW =qz GCpn Af Roof Slope 0.00 degrees Pwl =9z GCpn Af Fy = 8,89 kips/frame Directionality Factor, Kd 0.85 (Table 26.6-1) 1.45 kips/col Topographic factor, Kzt = 1.00 Horiz. Dim, Measured Norm. to Wind Dir., B 124.5 ft UB = 0.345 Horiz. Dim. Measured Parallel. to Wind Dir., L 43 ft Velocity Pressure Exposure I z9 txposure Ot Coefficient Kz = 0.892 A 5.0 1500 0.= 9.5 B 7.0 1200 zg= 900 C 9.5 900 9.5 800 D 11.5 700 a = 4.30 ft Velocity Pressure, qz = 35.91 psf qz=0.00256 Kz Kzt Kd V^2 I (psf) Gust Response Panel Trib Length 8 ft Factor, G = 0.85 Panel Trib Width 1.33 ft 8= 4.30 ft 54.94 -51.89 Panel Trib Area 10.64 sf a12 - 18.49 sf 36.63 -33.57 Min. Panel Trib Area 21.33 sf 4aA2 = 73.98 sf 36.63 .33.571 Net External Surface Pressure - Components and Cladding (PSF) <= aA: >a^2,<=4a^: >4a^: Zone 3 Zone 2 Zone 1 73.25 -100.72 54.94 -51,89 36.63 -33.57 54.94 -51.89 54.94 -51,891 36.63 -33.57 36.63 -33.57 36.63 .33.571 36.63 -33.57 Horizontal Wind Pressures on Parapets Vertical Wind MWFRS Pressures on Roof Net Pressure Coefficients Net Pressure Coefficients Cn p =qh GCn (windward + leeward) GCpn= 2.500 (+1.5 Windward, -1.0 Leeward) Cn= 1.2 0.3 Cn= -1.1 -oA pw (lat) = 89.77 psf PYA =qz GCpn p (+) = 36.63 9.16 psf Af 1 = 373.50 sf p (-) _ -33.57 -3.05 psf Af 2= 129.00 sf Pw (rat) 1 = 33.53 kips PW =qz GCpn Af Pw Qat) 2= 11.58 kips Pwl =9z GCpn Af Fy = 8,89 kips/frame Fx= 1.45 kips/col 160(72) Figure 26.5-1A Bask Wind Speeds for Risk Category II Buildings and Other Structures. Notes: I. Values are nominal design 3 -second gust wind speeds in miles per hour (m/s) at 33 ft (10m) above ground for Exposure C category. 2. Linear interpolation between contours is permitted. 3. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. 4. Mountainous terrain, gorges, ocean promontories, and special windregions shall be examined for unusual wind conditions. 5. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (Annual Exceedance Probability = 0.00143, MRI = 700 Years). 247a MINIMUM DESIGN LOADS Main Wind Force Resisting System - part 1 0.25:5 h/L S 1.0 Figure 27.4-4Net pressure Coefficient, CN Monoslope Free- Roofs Open Buildings 0:5 450 = 00 1800 L L 0.5L 0.5L 0.5L 0.5L CIM CNL Wind Cw CMw Wind Direction 7 Direction h @ h @ y =180° 11711171111111111T /////////77777, Raaf Load Wind Dlreaon0° Direai on, =180° Notes: . 1. Cm and C,a, denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of roof awfuca, respectively. I Char wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 5098. Obstructed wind flow denotes objects below roof inbibiting wind flow (>M blockage), 3. For values of 0 between 7,S' and 4r, linear interpolation 4 permitted For values of 0 less than 7S', use load coef icients for 0°. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. S. All load eases shown for each roof angle shall be investigated, 6. Notation: L : horizontal dimension of roof, measured in the along wind direction, it. (m) h : mesa roof height, fl. (m) 7 : direction of wind, degrees 9 : angle of plane of roof from horizontal, degrees Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Fiow 8 CNw CHI, CNw CHI, CHIS, CHI, CN,,, CNr. Q° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -i.l -0.1. -1.1 -0.6 -I.1 -0.1 -i,l -0.6 7.S° A -0.6 , -1 -1 -1.5 0.9 1.5 -0.2 1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 ig° A -0.9 -1.3 -1.1. -1.3 13 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 22,5° A -1.5 -1.6 -1-5 -1`: 7 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 1.3 0 30° A -1.8 -1.8 -1.5 -1.8 2.1 2.i 0.6 -1 ' - B -2.5 -0.5 -2.3 -l.l 2.6 1 1.6 0.1 37.5° A •I.8 -1.8 •1.5 -1.8 2.1 4.2 0.7 -0.9 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 0.3 45° A -1.6 -1.8 -1.3 -1.8 2.2 2.5 0.8 -0.9 B -2.3 -0 267 .7 -1.9 -1.2 2.6 I.4 2.1 0.4 267 30.8-1 1 Net Pressure Open Buildings a 3 a 2 1 2 3 ala L MINIMUM DESIGN LOADS 0.255 b/L 51.0 Monoslope Free Roofs 0:5 45° Rom AA& 9 eftaiw Vmd Arm Zone 3 Clear w'md F[ow Zan 2 Zone 1 CM Zone 3 t'lbaera¢ad wind Flow Zee 2 Zwe 1 <_at 2.4 •33 t;$ -1.7 [2 -!.1 1 -3.6 0.8 -!.8 Qg -1.2 0' >a' <4.0e 1.8 -1.1 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 Q5 -l.2 >4,W 1.2 1.1 12 -1.1 1.2 -i.) 03 -12 0.5 -1.2 os -1.2 c a 32 4.2 2A -2.1 1.6 -1.4 1.6 4.1 1.2 2 6 0.B -1.7 7.5' >a37<4.P 2A -Zi 2.4 -2.1 1.6 -1.4 12 -2.6 12 2.6 0.8 -1.1 >4.0aa t.6 -lA 1.6 -lA 1.6 -1.4 0.6 -1.7 0.8 -1.7 0.8 -1.7 <aa 3.6 -3.8 2.7 -2.9 1.8 -1.9 24 •4.2 1.8 1 -32 1.2 -2.1 16' > W,:5 4.0a' 2.7 .2.9 2.7 -2.9 1.8 -1.9 1.8 3.2 1.8 -3.2 12 -2.1 4.W L.8 -19 1.8 1.9 1.8 -1.9 1.2 2 t 1.2 2.1 1.2 S t car 5.2 -5 3.9 .3.8 2.6 -2.5 3.2 4.6 2.4 73.5 1.6 -23 3.9 -3.8 3.9 -3.8 2.6 -2.5 2.4 -33 2.4 -3.5 1.6 •23 i 4.0s' 2.6 -2b • 2.6 -2.5 2.6 -2.5 1.6 -23 1.6 -2.3 1.6 -23 <a2 3.2 4.63.9J.5 26 3 42 3.8 32 29 21 19 45' > ar, <4.Oa= 3.9 -3.5 1 3.9 -3.5 2.6 -2.3 3.2 -29 3.2 -2.9 2.1 19 >4.0aa 2.6 1 -23 1 2.6 -2.3 2.6 1 •2.3 2.1 -1.9 21 -1.9 2.1 -1.9 Notes: i. Cm denotes net pressures (contributions from top and bottom surfaces). 2. Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal td 50016. Obstructed wind flow denotes objects below roof inhibiting wind flow (>50% blockage). 3. For values of 0 other than those shown, linear interpolation is permitted. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. 5. Components and cladding elements shall be designed for positive and negative pressure coefficients shown. 6. Notation: a:1 Oefo of least horizontal dimension or 0.4h, whichever is smaller but not less than 4% of least horizontal dimension or 3 ft. (0.9 m) It : mean roof height, R (m) L : horizontal dimension of building, measured in along wind direction, ft, (m) 0 angle of plane of roof from horizontal, degrees 351 k ) / § ) cn ) Oa/�# E i ~227 Ic _Q. m 0 KP m Im_ ° § Gf ((G§ ¢¢¢¢ § 0 0 0004 © k7�&2 o \ \ ( E ° iis& � §qff§£ 2 k , E cso�o § 6 $f� i ^ a k |_ ,k m0fca0 Af. $f ` j( 1 \� �k. a®a|;2 ' �£ § EE � a00 § § _ f E 11 1 11 > tL Ic _Q. m 0 KP m Im_ ° § k G §§§)} ¢¢¢¢ § 0 0 0004 © o \ \ ( U) ° iis& £ §® §qff§£ kK§ cso�o § 6 $f� 0 §k j( \� �k. (, (\ � a00 § Ee f uj oomo § Lu z , \\ \2]�k\§§ ,v 0�(( °& §�e< S uj \) §G«© J o k/ & f! `� °��� ( (/§ - _ ` �§;■£-° a° « !� Soa» LLM< !e �§,§ » �f\) �� w��,� U} /�. § c- ou.»&¥r/ <& CDg Us F- CD «<g�«@oeee z o<kxu kk\\/g(e°R9 @W_, Ud° xOz5x211 r\k k§ ƒ �oog�8§B2§�� §�e�°-�Eg��� ox<o Kk( 9 k £ ;nEU.ee.�o §Ak/22[�§/2 w o eon_ e § e ©;KK w ) ZO � i] k [§&§§(§\\§(al [§§® §\§k /!k A2 Seismic Force -Resisting System G. CANTILEVERED COLUMN SYSTEMS DETAMED TO CONFORM TO THE REQUEREMENTS FOR: 1. Steel special cantilever column systems. 2. Steel ordinary cantilever column systems 3. Special reinforced concrete moment ftatnes" 4. Intermediate reinforced concrete moment frames 5. Ordinary reinforced concrete moment frames limber mber frames H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMICSIS RETANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS MINIMUM DESIGN LOADS Table 12.2-1 (Continuer) Structural System Limitations Including ASCE 7 Structural Height, It. (ft) Section Limits` WheR re espouse Detailing Modification Deflection Requirements Coefficient, Overstrength Amplification Are Specified R' Factor, Dos Factor, Ct 12.2.5.2 Seismic Design Category B C D' E° F 14.1 2% lt/a 2% 35 35 35 35 35 14.1 1'A lr/, 1'A 35 35 NP NV NP' 12.25.5 and 2% 1i4 Th 35 35 35 35 35 14.2 14.2 1% 1 V 11h 35 35 NP NP NP 14.2 1 1y 1 35 NP NP NP NP 14.5 1% 1% 1% 35 35 35 NP NP 14.1 3 3 3 NL NL NP NP NP 'Response modification coefficient, R,, for use throughout the standard. Note R reduces forces to a strength level, not an allowable stress level. °Deflection amplification factor, Ce, for use in Sections I2.8.6, 12.8.7, and 12.9.2. � `NI. = Not Limited and NP = Not Permitted. For metric units use 30.5 m for 100 ft acid use 48.8 to for 160 R 'See Section 12.2.5.4 for a description of seismic force -resisting systems limited to buildings with a strucu ral height, h" of 240 ft (732 m) or less. `See Section 12.2.5.4 for seismic fotmwresistimg systems limited to buildings with a structural height, h,„ of 160. ft (48.8 m) or less. tOnhnary moment frame is permitted to be used in lieu of intermediate moment forme for Seismic Design Categories B or C. 'Where the tabulated value of the overstrength factor, Do, is greater than or equal to 254, Q. is permitted to be reduced by subtracting the value of 1/2 for structures with flexible diaphragms. +Sea Section 12.2.5.7 for limitations in str ctures assigned to Seismic Design Categories D. E, or P. 'See Section 12.2.5.6 for limitations in structures assigned to Seismic Design Categories D, E, or R /Steel ordinary concentrically braced frames are permitted in single -story buildings up to a structural height, h., of 60 ft (183 m) where the dead load of the roof dors not exceed 20 psf (0.96 Wlm) and in penthouse structures. 'An increase in structural height, h., to 45 ft (13.7 m) is permitted for single story storage warehouse facilities. 'In Section 2.2 of ACI 318. A shear wall is defined as a structural wail. "In Section 2.2 of ACI 318. The definition of "special structural wall" includes precast and cast -in-place construction. "In Section 2.2 of ACT 318. The definition of "special moment frame" includes precast and cast -in-place construction. 'Alternately, the seismic load effect with overstrength, E,a is permitted to be based on the expected strength determined in accordance with AISI S110. ^Cold -formed steel — special bolted moment frames shall be limited to one-story in height in accordance with AISI S 110. CHAPTER 11 SEISMIC DESIGN CRITERIA liable 11A-1 Site Coefficient, Fa Mapped Risk -Targeted Maximum Considered Earthquake (MCELt) Spectral Response Acceleration Parameter at Short Period Site Class S,5 0.25 Ss = 0.5 Ss = 0.75 Sr =1.0 s S 2 1.25 A 0.8 0.8 0.8 0.8 0.8 B C 1.0 1.0 1.0 1.0 1.0 D 1.2 1.6 1.2 1.4 1.1 1.2 1.0 1.0 E 2.5 1.7 1.2 1.1 0.9 1.0 0.9 F See Section 11.4.7 E 2.4 2.0 1.8 Note: Use straight-line interpolation for intermediate values of Ss. Table 11.4-2 Site Coefficient, F, Note: Use sasight-line interpolation for intermediate values of S, r, iA r Peioq r(wc) ` FIGURE 11A-1 Design Response Spectrum. 11.4.5 Design Response Spectrum Where a design response spectrum is required by this standard and site-specific ground motion proce- dures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4-1 and as follows: 66 1. For periods less than To, the design spectral response acceleration, SQ, shall be taken as given by Eq. 11.4-5: So =SDs 0.4+0.6 (11.4-5) To 2. For periods greater than or equal to To and less than or equal to Ts, the design spectral response acceleration, Sa, shall be taken equal to SDs. 3. For periods greater than Ts, and less than or equal to TL, the design spectral response acceleration, S. shall be taken as given by Eq. 11.4-6: SQ = Tt (11.4-6) 4. For periods greater than Ti, S. shall be taken as given by Eq. 11.4-7: S. = SDtTL T2 where SDs = the design spectral response acceleration parameter at short periods Mapped Risk -Targeted Maximum Considered Earthquake (MCE,) Spectral Response Acceleration Parameter at 1-s Period Site Class 4 S15 0.1 S1= 0.2 S, = 0.3 S - 0.4 1- S/zO.S A 0.8 0.8 0.8 0.8 0.8 B C 1.0 1.0 1.0 1.0 1.0 D 1.7 1.6 1.5 1.4 1.3 E 2.4 2.0 1.8 1.6 1.5 F 3.5 See Section 11.4.7 3.2 2.8 2.4 2.4 Note: Use sasight-line interpolation for intermediate values of S, r, iA r Peioq r(wc) ` FIGURE 11A-1 Design Response Spectrum. 11.4.5 Design Response Spectrum Where a design response spectrum is required by this standard and site-specific ground motion proce- dures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4-1 and as follows: 66 1. For periods less than To, the design spectral response acceleration, SQ, shall be taken as given by Eq. 11.4-5: So =SDs 0.4+0.6 (11.4-5) To 2. For periods greater than or equal to To and less than or equal to Ts, the design spectral response acceleration, Sa, shall be taken equal to SDs. 3. For periods greater than Ts, and less than or equal to TL, the design spectral response acceleration, S. shall be taken as given by Eq. 11.4-6: SQ = Tt (11.4-6) 4. For periods greater than Ti, S. shall be taken as given by Eq. 11.4-7: S. = SDtTL T2 where SDs = the design spectral response acceleration parameter at short periods 52920 I BC2012 LOADCOM B.X LS Page 1 Loads (20121 BC) Column 1 (+ Wind dn) 2( -Wind up) 3 4 5 Loads (kips) (kips) (kips) (kips) (kips) D 5.00 5.00 5.00 L Lr 0.00 0.00 20.00 S 0.00 0.00 25.20 W 36.30 33.20 36.30 E 16-1 1.4D 7.00 7.00 7.00 16-2 1.2D+1.6L+0.5Lr 6.00 6.00 38.00 16-2 1.2D+1.6L+0.5S 6.00 6.00 46.32 16-3 1.2D+1.6Lr+0.5L 6.00 6.00 38.00 16-3 1.2D+1.6S+0.5L 6.00 6.00 46.32 16-3 1.2D+1.6Lr +0.5W 24.15 56.15 16-3 1.2D+1.6S+O.5W 24.15 64.47 16-3 1.2D+1.6Lr -0.5W -17.24 16-3 1.2D+1.6S-0.5W -17.24 16-4 1.2D+1.OW+0.5L+0.5Lr 42.30 52.30 16-4 1.2D+1.OW+0.5L+0.5S 42.30 54.90 16-4 1.2D-1.OW+0.5L+0.5Lr -27.20 16-4 1.2D-1.OW+0.5L+0.5S -27.20 16-5 1.2D+1.OE+0.5L+0.2S 6.00 6.00 11.04 16-6 0.9D+1.OW 40.80 40.80 16-6 0.9D-1.OW -28.7 16-7 0.9D+1.OE 4.50 4.50 4.50 16-7 0.913-1.0E 4.5 4.5 4.5 Max + 42.30 7.00 64.47 Max - 4.50 -28.70 4.50 L equiv. Max 22.69 0.63 36.54 Max -0.94 -21.69 -0.94 Page 1 Dead Load - 5 PSF Roof Live Load - 20 PSF Roof Wind Load - +54.4 / +36.3 PSF Roof Wind Loot! - -51.3 / -33.2 PSF +Mmox - .187 k-ft/ft x 167ponel - .250 k-ft/panel -Mmax - -.375 k-ft/ft x 16 -/panel - -.500 k-ft/panel Rmax - 426 #/ft x 16'/pone) - 568 #/panel <- 0.956 k-tt :OK <- -0.682 k -ft :OK 394 #/Gip :Single /Double clip pard • 16.6 PSF %///////// <- 0.956 k-tt :OK <- -0.682 k -ft :OK 394 #/Gip :Single /Double clip pard Company Arp Engineering, Inc Oct 11, 2016 'IRMA Designer LDA Job Number 52920 Checked By: DMK T e c x N o i o a e s Model Name Circle K Wheat Ridge, CO 43' Deck 4 Span Envelope Member Section Forces K15A-3t3 Version 13.0.0 [MA..152920152920 4 Span Deck 43 ft 2012 IBC (Pg=30, Vuk-- 136).r3d] Page 1 Company Arp Engineering, Inc Oct 11, 2016 Designer LDA ,,RISAJob Number 52920 Checked By: DMIK Model Name Circle K Wheat Ridge, CO 43' Deck 4 Span Envelope Member Section Forces (Continued) RA—k- Q- A-4-trmi I n .. . - - . - --- 1. - . - - - - - Envelope Joint Reactions RISA -3D Version 13.0.0 [MA ... \52920\52920 4 Span Deck 43 ft 2012 IBC (Pg=30, Vult-- 136).r3d] Page 2 0 0 Pro Beam Summary RAM Steel 14.07.01.01 Arp Engineering, Inc. DataBase: 52920 Rev A Building Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 36.0 36.0 36.0 36.0 410 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 6101K. 50.0 50.0 50.0 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Beam Size W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W14X26 u C4X5.4 u C4X5.4 u 04X5.4 u C4X5.4 u W 16X40 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u W14X26 u W14X26 u W14X30 u W14X26 u Studs Cicle K 43x124.5 mCode. IBC STEEL BEAM DESIGN SUMMARY: Floor Type: 5 Purl Bm # Length +Mu -Mu Mn ft kip -ft kip -ft kip -ft 1 8.00 0.6 0.0 27.5 2 11.83 0.0 -39.8 32.17 63.9 -39.8 105.2 3 10.00 0.9 0.0 20.2 4 11.83 0.0 -51.0 32.17 75.7 -51.0 105.2 5 10.00 0.9 0.0 20.2 6 11.83 0.0 -56.4 32.17 83.8 -56.4 105.2 7 8.00 0.6 0.0 27.5 8 11.83 0.0 -51.0 32.17 75.7 -51.0 105.2 9 11.83 0.0 -39.8 32.17 63.9 -39.8 105.2 10 8.00 0.0 0.0 6.9 11 10.00 0.0 0.0 6.9 12 10.00 0.0 0.0 6.9 13 8.00 0.0 0.0 6.9 14 9.50 0.0 -183.2 17.00 63.2 -183.2 280.7 9.50 0.0 -183.2 15 8.00 0.0 0.0 6.9 16 10.00 0.0 0.0 6.9 17 10.00 0.0 0.0 6.9 18 8.00 0.0 0.0 6.9 19 8.00 0.0 0.0 6.9 20 10.00 0.0 0.0 6.9 21 10.00 0.0 0.0 6.9 22 8.00 0.0 0.0 6.9 23 0.83 0.0 -7.0 33.00 70.5 -9.7 105.1 1.17 0.0 -9.7 24 0.83 0.1 -8.3 33.00 84.1 -11.6 105.1 1.17 0.2 -11.6 25 0.83 0.1 -9.1 33.00 93.7 -12.8 154.6 1.17 0.2 -12.8 26 0.83 0.1 -8.3 33.00 84.1 -11.6 105.1 Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 36.0 36.0 36.0 36.0 410 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 6101K. 50.0 50.0 50.0 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Beam Size W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W14X26 u C4X5.4 u C4X5.4 u 04X5.4 u C4X5.4 u W 16X40 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u W14X26 u W14X26 u W14X30 u W14X26 u Studs A IAM RAM Steel 14.07.01.01 Arp Engineering, DataBase: 52920 Building Code: Inc. Rev IBC A Cicle K Beam 43x124.5 Summary Page 2/3 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 1.17 0.2 -11.6 27 0.83 0.0 -7.0 33.00 70.5 -9.7 105.1 50.0 W14X26 u 1.17 0.0 -9.7 29 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 30 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 31 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 32 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 33 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 34 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 35 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 36 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 37 9.50 0.0 -199.7 17.00 84.8 -199.7 312.6 50.0 W 16X45 u 9.50 0.0 -199.7 38 31.83 62.5 -39.8 105.3 50.0 W14X26 u 11.83 0.0 -39.8 39 31.83 74.1 -51.0 105.3 50.0 W14X26 u 11.83 0.0 -51.0 40 31.83 82.0 -56.4 105.3 50.0. W14X26 u 11.83 0.0 -56.4 41 31.83 74.1 -51.0 105.3 50.0 W14X26 u 11.83 0.0 -51.0 42 31.83 62.5 -39.8 105.3 50.0 W14X26 u 11.83 0.0 -39.8 43 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 44 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 45 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 46 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 47 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 48 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 49 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 50 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 51 9.50 0.0 -182.3 17.00 63.0 -182.3 280.7 50.0 W16X40 u 9.50 0.0 -182.3 52 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 53 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 54 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 55 8.00 OA 0.0 6.9 36.0 C4X5.4 u 56 8.00 0.6 0.0 27.5 50.0 W8X10 u 57 10.00 0.9 0.0 20.2 50.0 W8X10 u 58 10.00 0.9 0.0 20.2 50.0 W8X10 u 59 8.00 0.6 0.0 27.5 50.0 W8X10 u Beam Summary RAM Steel 14.07.01.01 Page 3/3 Arp Engineering, Inc. DataBase: 52920 Rev A Cicle K 43x124.5 01/04/17 11:02:04 Building Code: IBC Steel Code: AISC 360-10 LRFD * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Member Code Check 12 RAM Frame 15.06.00.10 Arp Engineering, Inc. MMSM.W1:,9. DataBase: 52920 Rev C Cicle K 43x124.5 HSS10x10 Rotated n1$enttev Building Code: IBC BEAM INFORMATION: Story Level = ROOF Frame Number = 1 Fy (ksi) = 50.00 Beam Size = W 16X45 INPUT DESIGN PARAMETERS: X -Axis Lu for Axial (ft) 17.00 Lu for Bending (ft) 17.00 K 1.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NL1 Segment distance (ft) i - end 8.00 j - end 9.50 SHEAR CHECK: 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Beam Number= 28 Y -Axis 8.50 8.50 1.00 Vux (kip) = -38.39 1.00Vnx (kip) = 166.64 Vux/l.00Vnx Vuy (kip) = -0.00 0.90Vny (kip) = 214.79 Vuy/0.90Vny CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 0.900 D + 0.900 ND2 + 1.000 W2 Segment distance (ft) i - end 9.50 j - end 18.00 AXIAL CHECK: Pu (kip) = 4.45 0.90Pnx (kip) = 558.56 Pu/0.90Pnx 0.90Pny (kip) - 439.64 Pu/0.90Pny 0.901?n (kip) = 439.64 Pu/0.90Pn CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NLl Segment distance (ft) i - end 18.00 j - end 26.50 CALCULATED PARAMETERS: Pu (kip) _ -0.01 0.901?n (kip) = 598.50 Mux (kip -ft) - -195.13 0.90Mnx (kip -ft) = 308.63 Muy(kip-ft) _ -0.04 0.90Mny (kip -ft) = 54.38 Ur = 64.95 Cmx - 1.00 Cmy = 0.60 Blx = 1.00 Bly - 1.00 Cbx = 1.25 INTERACTION EQUATION: Pu/�Pn - 0.000 Eq Hl -lb: 0.000 + 0.632 + 0.001 = 0.633 0.230 0.000 0.008 0.010 0.010 Member Code Check RAM Frame 15.06.00.10 Arp Engineering, Inc. DataBase: 52920 Rev C Cicle K 43x124.5 HSS IOxl0 Rotated %jeenney Building Code: IBC COLUMN INFORMATION: Story Level = ROOF Frame Number = I Fy (ksi) = 46.00 Column Size = HSSIOX10X3/8 INPUT DESIGN PARAMETERS: 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Column Number= 3 X -Axis Y -Axis Lu for Axial (ft) 21.67 21.67 Lu for Bending (ft) __ _ 21.67 21.67 K 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 Shear Top Vux (kip) 3.33 Vuy (kip) 3.33 Shear Bot. Vux (kip) - 3.33 Vuy (kip) 3.33 SHEAR CHECK: Vux (kip) = 3.33 0.90Vnx (kip) = 155.23 Vux/0.90Vnx = 0.021 Vuy (kip) = 3.33 0.90Vny (kip) = 155.23 Vuy/0.90Vny = 0.021 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NL1 AXIAL CHECK: Pu (kip) = 51.45 0.90Pnx (kip) - 405.99 Pu/0.901'nx = 0.127 0.90Pny (kip) - 405.99 Pu/0.90Pny = 0.127 0.90Pn (kip) = 405.99 Pu/0.90Pn = 0.127 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 Axial Load (kip) 22.08 Moment Top Mux (kip -ft) 0.00 Muy (kip -ft) 1.04 Moment Bot. Mux (kip -ft) 72.08 Muy (kip -ft) 72.06 CALCULATED PARAMETERS: Pu (kip) = 22.08 0.90Pn (kip) = 405.99 Mux (kip -ft) - 72.08 0.90Mnx (kip -ft) = 162.84 Muy(kip-ft) = 72.06 0.90Mny (kip -ft) = 162.84 KL/Rx = 66.46 KL/Ry = 66.46 Cmx = 0.60 Cmy = 0.61 Blx = 1.00 Bly = 1.00 Cbx = 1.67 INTERACTION EQUATION: Pu/�Pn = 0.054 Eq Hl -lb: 0.027 + 0.443 + 0.443 = 0.912 Code Check Summary RAM Frame 15.06.00. 10 Arp Engineering, Inc. DataBase: 52920 Rev C Cicle K 43x124.5 HSS 1Ox10 Rotated 05/24/18 11:51:26 F-jileenney Building Code: IBC Steel Code: AISC360-10 LRFD CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): 1.60 Scale Factor (Roof): 1.00 Scale Factor (Snow): 1.00 Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): rb = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) LOAD COMBINATION CRITERIA: Notional Loads Live Load factor fl (0.5 or 1.0) Sds (for Ev) RhoX RhoY LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad W1 WX W2 WY El EX E2 EY ND 1 Notional ND2 Notional NL 1 Notional NL2 Notional Consider with all Combinations in direction of lateral load 0.500 0.153 1.000 1.000 RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360 DL_X NL_AISC360-DL_Y NL_AISC360-LL_X NL AISC360 LL Y LOAD COMBINATIONS: IBC 2012 / ASCE 7-10 LRFD 1 * 1.400 D + 1.400 ND 2 * 1.400 D + 1.400 ND2 3 * 1.400 D - 1.400 ND1 4 * 1.400 D - 1.400 ND2 5 * 1.200 D + 1.200 NDI + 1.600 Lp + 1.600 NL1 6 * 1.200 D + 1.200 ND2 + 1.600 Lp + 1.600 NL2 7 * 1.200 D - 1.200 NDl + 1.600 Lp - 1.600 NL1 8 * 1.200 D - 1.200 ND2 + 1.600 Lp - 1.600 NL2 9 * 1.200 D + 1.200 ND1 + 1.600 Ln + 1.600 NLl Code Check Summary * = Load combination currently selected to use Frame #1: Level: ROOF Page 2/3 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Col. RAM Frame 15.06.00.10 Max Arp Engineering, Inc. .ft. ws, DataBase: 52920 Rev C Cicle K 43x124.5 HSS10x10 Rotated njeenttew- Building Code: IBC 10 * 1.200 D + 1.200 ND2 + 1.600 Ln + 1.600 NL2 11 * 1.200 D - 1.200 ND 1 + 1.600 Ln - 1.600 NL 1 12 * 1.200 D - 1.200 ND2 + 1.600 Ln - 1.600 NL2 13 * 1.200 D + 1.200 NDI + 0.500 Lp + 0.500 NLI + 1.000 W1 14 * 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 15 * 1.200 D - 1.200 ND 1 + 0.500 Lp - 0.500 NL 1 - 1.000 W 1 16 * 1.200 D - 1.200 ND2 + 0.500 Lp - 0.500 NL2 - 1.000 W2 17 * 1.200 D + 1.200 NDI + 0.500 Ln + 0.500 NLI + 1.000 Wl 18 * 1.200 D + 1.200 ND2 + 0.500 Ln + 0.500 NL2 + 1.000 W2 19 * 1.200 D - 1.200 NDI + 0.500 Ln - 0.500 NU - 1.000 W 1 20 * 1.200 D - 1.200 ND2 + 0.500 Ln - 0.500 NL2 - 1.000 W2 21 * 1.200 D + 1.200 ND 1 + 1.000 W 1 22 * 1.200 D + 1.200 ND2 + 1.000 W2 23 * 1.200 D - 1.200 ND i - 1.000 W 1 24 * 1.200 D - 1.200 ND2 - 1.000 W2 25 * 0.900 D + 0.900 NDI + 1.000 W1 26 * 0.900 D + 0.900 ND2 + 1.000 W2 27 * 0.900 D - 0.900 NDI - 1.000 W1 28 * 0.900 D - 0.900 ND2 - 1.000 W2 29 * 1.231 D + 1.231 NDI + 0.500 Lp + 0.500 NLI + 1.000 El 30 * 1.231 D + 1.231 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 E2 31 * 1.231 D - 1.231 NDI + 0.500 Lp - 0.500 NLI - 1.000 EI 32 * 1.231 D - 1.231 ND2 + 0.500 Lp - 0.500 NL2 - 1.000 E2 33 * 1.231 D + 1.231 ND1 + 0.500 Ln + 0.500 NLI + 1.000 E1 34 * 1.231 D + 1.231 ND2 + 0.500 Ln + 0.500 NL2 + 1.000 E2 35 * 1.231 D - 1.231 NDI + 0.500 Ln - 0.500 NLI - 1.000 E1 36 * 1.231 D - 1.231 ND2 + 0.500 Ln - 0.500 NL2 - 1.000 E2 37 * 1.231 D + 1.231 NDI + 1.000 El 38 * 1.231 D + 1.231 ND2 + 1.000 E2 39 * 1.231 D - 1.231 NDI - 1.000 E1 40 * 1.231 D - 1.231 ND2 - 1.000 E2 41 * 0.869 D + 0.869 NDI + 1.000 El 42 * 0.869 D + 0.869 ND2 + 1.000 E2 43 * 0.869 D - 0.869 NDI - 1.000 El 44 * 0.869 D - 0.869 ND2 - 1.000 E2 * = Load combination currently selected to use Frame #1: Level: ROOF Page 2/3 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Col. Pu Max Muy Vux Vuy LC Interact. Fy # kip kip -ft kip -ft kip kip ksi 3 22.08 72.08 72.06 3.33 3.33 14 0.91 (111 -lb) 46 4 22.08 -72.05 -72.03 -3.33 -3.33 16 0.91 (H1 -Ib) 46 HSS l OX 10X3/8 HSSIOXIOX3/8 Code Check Summary RAM Frame 15.06.00.10 Page 3/3 Arp Engineering, Inc. DataBase: 52920 Rev C Cicie K 43x124.5 HSS 1Ox10 Rotated 05/24/18 11;51:26 %JBentlev Building Code: IBC Steel Code: AISC360-10 LRFD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip -ft kip -ft kip kip ksi 28 -0.01 -195.13 -0.04 -38.39 -0.00 5 0.63 (H 1- I b) 50 W 16X45 Nodal Displacements RAM Frame 15.06.00.10 Arp Engineering, Inc. n'eenttev DataBase: 52920 Rev C Cicle K 43x 124.5 HSS 10x10 Rotated CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): Scale Factor (Roof): 1.00 Scale Factor (Snow): Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (R) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): tib = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASES: D DeadLoad LP PosLiveLoad Ln NegLiveLoad W1 WX W2 WY E1 EX E2 EY ND1 Notional ND2 Notional NL1 Notional NL2 Notional NRI Notional NR2 Notional RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL AISC360_LL_Y NL_AISC360_Rf_X NL AISC360 Rf Y Note: Nodal Displacements for Live Load Cases are based on Unreduced Live Loads. Frame #1 Level: ROOF 05/24/18 11:51:26 1.60 1.00 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 1 D 0.00118 -0.00000 -0.27678 0.00267 -0.00161 0.00000 Lp 0.00516 -0.00000 -1.20341 0.01169 -0.00706 0.00002 Ln -0.00045 0.00000 0.10614 -0.00103 0.00062 -0.00000 W1 1.88031 0.00000 0.00000 -0.00000 0.01082 0.00000 W2 0.00001 5.57972 0.00000 -0.00000 -0.03210 0.00000 E1 1.12819 0.00000 0.00000 -0.00000 0.00649 0.00000 E2 0.00000 1.12848 0.00000 -0.00000 -0.00649 0.00000 ND1 0.10950 0.00000 0.00000 -0.00000 0.00063 0.00000 ND2 0.00000 0.10950 -0.00000 0.00000 -0.00063 0.00000 Nodal Displacements RAM Frame 15.06.00.10 Page 2/2 Arp Engineering, Inc. nI$enney DataBase: 52920 Rev C Cicle K 43x124.5 HSSlOx10 Rotated 05/24/18 11:51:26 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z NLI 0.36842 0.00000 0.00000 -0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 D 0.00070 -0.00000 -0.00618 0.00162 -0.00161 0.00000 Lp 0.00305 -0.00000 -0.02267' 0.00710 -0.00706 0.00002 Ln -0.00027 0.00000 0.00208 -0.00062 0.00062 -0.00000 W 1 1.88031 0.00000 0.00000 -0.00000 0.01082 0.00000 W2 0.00000 5.57972 -0.00000 -0.00000 -0.03210 0.00000 El 1.12819 0.00000 0.00000 -0.00000 0.00649 0.00000 E2 0.00000 1.12848 -0.00000 -0.00000 -0.00649 0.00000 ND1 0.10950 0.00000 0.00000 -0.00000 0.00063 0.00000 ND2 0.00000 0.10950 -0.00000 0.00000 -0.00063 0.00000 NL1 0.36842 0.00000 0.00000 -0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 D -0.00070 0.00000 -0.00618 -0.00162 0.00161 0.00000 Lp -0.00305 0.00000 -0.02267 -0.00710 0.00706 0.00002 Ln 0.00027 -0.00000 0.00208 0.00062 -0.00062 -0.00000 W 1 1.88031 0.00000 -0.00000 0.00000 0.01082 0.00000 W2 -0.00000 5.57678 0.00000 0.00000 -0.03209 0.00000 E1 1.12819 0.00000 -0.00000 0.00000 0.00649 0.00000 E2 -0.00000 1.12789 0.00000 0.00000 -0.00649 0.00000 ND 1 0.10950 0.00000 -0.00000 0.00000 0.00063 0.00000 ND2 0.00000 0.10950 0.00000 0.00000 -0.00063 0.00000 NLI 0.36842 0.00000 -0.00000 0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 -0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 D -0.00118 0.00000 -0.27678 -0.00267 0.00161 0.00000 Lp -0.00516 0.00000 -1.20341 -0.01169 0.00706 0.00002 Ln 0.00045 -0.00000 0.10614 0.00103 -0.00062 -0.00000 W 1 1.88031 0.00000 0.00000 0.00000 0.01082 0.00000 W2 -0.00001 5.57678 0.00000 0.00000 -0.03209 0.00000 EI 1.12819 0.00000 -0.00000 0.00000 0.00649 0.00000 E2 -0.00000 1.12789 0.00000 0.00000 -0.00649 0.00000 ND I 0.10950 0.00000 0.00000 0.00000 0.00063 0.00000 ND2 0.00000 0.10950 0.00000 0.00000 -0.00063 0.00000 NLI 0.36842 0.00000 0.00000 0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 -0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Frame Reactions Nil RAM Frame 14.07.01.01 ct ► JA4Q Arp Engineering, Inc. RAN[ DataBase: 52920 Rev A Cicle K 43x124.5 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL) Scale Factor (Roof): 1.00 Scale Factor (Snow) Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): tib = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors LOAD CASE DEFINITIONS: D DeadLoad LP PosLiveLoad Ln NegLiveLoad W1 WX W2 WY El EX E2 EY ND1 Notional ND2 Notional NL1 Notional NL2 Notional NR1 Notional NR2 Notional Frame #1: RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL_AISC360_LL_Y NL_AISC360_Rf_X NL AISC360 Rf Y Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip -ft kip -ft 5 D 0.00 0.00 7.12 0.00 0.00 0.00 LP 0.00 0.00 26.70 0.00 0.00 0.00 Ln 0.00 0.00 -2.45 0.00 0.00 0.00 WI -1.50 0.00 0.00 -0.00 -32.50 -0.00 W2 -0.00 -4.45 0.00 96.44 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 ND1 -0.09 0.00 0.00 -0.00 -1.88 -0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NL1 -0.29 0.00 0.00 -0.00 -6.37. 0.00 NL2 -0.00 -0.29 0.00 6.37 -0.00 -0.00 NR1 0.00 0.00 0.00 0.00 0.00 0.00 01/04/17 11:03:16 1.60 T.00 Frame Reactions Vil RAM Frame 14.07.01.01 Engineering, �P g g, Inc. RAM DataBase: 52920 Rev A Buildin Code: IBC Mxx Myy Tzz 0.00 0.00 0.00 Cicle K 43x124.5 0.00 g 0.00 0.00 Node LdC Rx Ry Rz NR2 0.00 0.00 0.00 6 D 0.00 0.00 7.12 Lp 0.00 0.00 26.70 Ln 0.00 0.00 -2.45 W 1 -1.50 0.00 0.00 W2 -0.00 -4.45 0.00 E1 -0.90 0.00 0.00 E2 -0.00 -0.90 0.00 ND 1 -0.09 0.00 0.00 ND2 -0.00 -0.09 0.00 NL1 -0.29 0.00 0.00 NL2 -0.00 -0.29 0.00 NRI 0.00 0.00 0.00 NR2 0.00 0.00 0.00 Mxx Myy Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -32.50 0.00 96.40 -0.00 0.00 -0.00 -19.50 -0.00 19.50 -0.00 0.00 -0.00 -1.88 0.00 1.88 -0.00 -0.00 -0.00 -6.37 0.00 6.37 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 2/2 01/04/17 11:03:16 ' Frame Reactions RAM Frame 14.07.01.01 Arp Engineering, Inc. RAM DataBase: 52920 Rev A Cicle K 43x 124.5 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): Scale Factor (Roof): 1.00 Scale Factor (Snow): Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): Tb = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors LOAD CASE DEFINITIONS: D DeadLoad Sp PosRoofLiveLoad Sn NegRoofLiveLoad WI WX W2 WY El EX E2 EY ND 1 Notional ND2 Notional NL1 Notional NL2 Notional NR1 Notional NR2 Notional Frame #1: RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL_AISC360_LL_Y NL_AISC360_Rf X NL_AISC360_Rf Y 01/04/17 11:05:21 1.60 1.00 L�-2mP,yf(33 K2r.s') � Jy.2K VA -v 3b.7P5L aa. E,� Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip -ft kip -ft 5 D 0.00 0.00 7.12 0.00 0.00 0.00 Sp 0.00 0.00'19.42 0.00 0.00 0.00 Sn 0.00 0.00 - 0.00 0.00 0.00 WI -1.50 0.00 0.00 -0.00 -32.50 -0.00 W2 -0.00 -4.45 0.00 96.44 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 ND1 -0.09 0.00 0.00 -0.00 -1.88 -0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NLI 0.00 0.00 0.00 0.00 0.00 0.00 NL2 0.00 0.00 0.00 0.00 0.00 0.00 NRl -0.20 0.00 0.00 -0.00 -4.38 -0.00 fil RAM RAM Frame 14.07.01.01 Arp Engineering, Inc. DataBase: 52920 Rev A Cicle Building Code: IBC Frame K 43x124.5 Reactions Page 2/2 01/04/17 11:05:21 Node LdC Rx Ry Rz Mxx Myy Tzz NR2 -0.00 -0.20 0.00 4.38 -0.00 -0.00 6 D 0.00 0.00 7.12 0.00 0.00 0.00 Sp 0.00 0.00 19.42 0.00 0.00 0.00 Sn 0.00 0.00 -1.97 0.00 0.00 0.00 W1 -1.50 0.00 0.00 -0.00 -32.50 0.00 W2 -0.00 -4.45 0.00 96.40 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 NDl -0.09 0.00 0.00 -0.00 -1.88 0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NL1 0.00 0.00 0.00 0.00 0.00 0.00 NL2 0.00 0.00 0.00 0.00 0.00 0.00 NRI -0.20 0.00 0.00 -0.00 -4.38 -0.00 NR2 -0.00 -0.20 0.00 4.38 -0.00 -0.00 X Circle K Wheat Ri a 0 N 20 in Plain Base Plate Connection Base Plate Thickness : 1.5 in Base Plate Fy :36. ksi Bearing Surface Fp : 3.315 ksi Anchor Boft Diameter :1.5 in Anchor Bolt Material : F1554-36 Anchor Bolt Fu :58. ksi Column Shape : HSS10x0.375 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-08 Coarse Solution Selected Anchor Bolts 1 -1.15 Rnit X (inl 7 (inl TPnS_(kl VY (kl dge, CO Base Plate Rev C - Bearing Pressure Maximum Bearing 2.822 ksi Max/Allowable Ratio .851 IBC 16-6 (b) (ABI F = 1.000) 2.azz ® (ksi) 0. Base Plate Stress Maximum Stress 70.39 ksi Max/Allowable Ratio 1.448 IBC 164 (a) (ASIF = 1.000) 70.39 ® (ksi) 1.958 Vz (k) Fnt (ksi) ft (ksil Fnv (ksi) fv (ksi) Unitv Combination 1 Note: Frit and Fnv shown above include phi factors. Loads P (k1 VY (kl Vz (kl Mx (k -ft) Mz (k -ft) DL 7.2 LL 19.5 WL 26.1 4.6 99. EL 1. 22. B. 8. 126.063 1 0. 1 -1.15 1 43.5 14.744 1 26.1 1 .651 1 .452 T IBC 16-6 a 13 2 -8. 8. 126.063 1 0. 1 -1.15 1 43.5 14.744 1 26.1 .651 .452 IBC 16-6 a 13 3 8. -8. 139.3231 0. 1 1.15 1 43.5 22.254 1 26.1 .651 1 .682 IBC 16-6 b 14 4 -8. -8. 139.323 1 0. 1 1.15 1 43.5 22.254 1 26.1 1 .651 1 .682 T IBC 16-6 b 14 Note: Frit and Fnv shown above include phi factors. Loads P (k1 VY (kl Vz (kl Mx (k -ft) Mz (k -ft) DL 7.2 LL 19.5 WL 26.1 4.6 99. EL 1. 22. Anchor Bolt Embed Capacity Results Note: All capacities shown Include phi factors Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa k Ncb k N n k Nsb k Unity Ductility Load(k) Steel int 3 39.323 61.335 96.821 73.382 0. 641 N.A. 0. 0. 14 Single Bolt Vx Envelope Results LC Bolt Vx k Vz k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k V k VxUnily VzUni 1 1 0. .25 31.894 43.8 91.909 41.359 91.909 135.549 0. .008 Seismic Ductility & Anchor Reinforcement Results LC Boit Vx k Vz k VxUnity VzUni Vx-Duct Vx-L(k) Vx-St int Vz-Duct Vz-L(k) Vz-St int 1 1 1 0. .25 1 0. 1 .008 1 Ductile 0. 1 0. 1 Ductile 0. 1 0. Single Bolt Vz Envelope Results LC Bolt Vx k Vz k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k V k VxUn' VzLI ity F -9 --F:17 0. 1.15 31.894 58.4 122.546 55.146 122.546 180.732 0. .036 Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx k Vz k VxUniV VzUni Vx-Duct VX-L(k) Vx-St int Vz-Duct Vz-L(k) Vz-St in2 9 1 0. 1.15 0. 036 N.A. 0. 0. N.A. 0. 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn(k) Vnx k Vnz k SRSS Interaction 1 I 1 1 55.037 1 31.894 1 31.894 1 .106 NA. Group Bolt: Tension Capacity Envelope Results LC Grou Tens. k Nsa. k Ncb. k Nsb. k Unity Ductility Load(k) Steel in"2 14 1 T-1 1 78.646 1 245.34 1 134.256 1 0. .586 1 N.A. 0. 1 0. Vz Shear Groups Capacity Envelope Results LC Gr Tvpe Failure Vx (k) Vz (k) Seismic Ductility & Anchor Reinforcement Results LC Gr TVDe Failure Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Footing Oft6' Rev A 2000psf Pd = 7.2 kips Plr= 14.2 kips Ps = 19.5 kips pw= 26.1 kips Md = 0 kip -ft Mir = 0 kip -ft Ms = 0 kip -ft Mw = 99 kip -ft Me - 22 kip -ft Vw = 4.6 kips Ve = 1 kips z= 21.667 ft Foundation Design Fp = 2000 psf (gamma)s = 110 pcf (gamma)c = 145 pcf B= 6 f L= 6 f D 6f t slab = 4 in TOF 12 in D wt 10 ft -3 ft P buoyancy = 0 kips So = 100 PM µ = 0.35 Af = 36 sf Dead Loads 742 psf D+(Lr or S) Pd = 7.20 kips Pd ting = 31.32 kips Pd slab = 1.74 kips Pd soil = 2.64 kips Pd total = 42.90 kips Pmax(Ir,sI) = 19.5 kips Top of canopy above ftng Allowable soil bearing pressure Unit weight Soil Unit weight Concrete Footing Width Footing Length Footing Depth Slab Thickness Depth of water table below grade Depth of footing into water table 0 200 Dead Load for Uplift fp = 742 psf D+(Lr or S) fp = 1467 psf D+(Lr or S)+W P up = -15.66 kips I0.6D-0.6W P resisting = 25.74 kips SF Uplift 1.64 >=I : OK Constrained Post Footing P h SO 5.73 OK OK S3 b d d d cafe d cafe ft) (ft) .73 5.73 1.000 Footing Wdia.Wdeep Round Rev D 2000psf Pd = 7.2 kips Pir = 14.2 kips Ps = 19.5 kips pw= 26.1 taps Md = 0 kip-ft Mir = 0 kip-ft Ms = 0 Idp-ft Mw = 99 kip-ft Me = 22 kip-ft Vw = 4.6 kips Ve = 1 kips Z = 21.667 ft Top of canopy above ftng Foundation Design Fp - 2000 psf Allowable sal bearing pressure (gamma)s = 110 pcf Unit weight Soil (gamma)c = 145 pcf Unit weight Concrete Pier dia 6 ft Equiv. B = 5.32 Equiv. L = 5.32 D = 5 ft Footing Depth t slab = 4 in Slab Thickness TOF 25 In D wt 10 It Depth of water table below grade -2.916667 It Depth of footing into water table P buoyancy = 0 kips :2 So= 150 psf/ft 300 µ = 0.35 Af = 28.27 sf Dead Loads Pd = 7.20 kips Pd ftng = 20.50 kips Pd slab = 1.37 kips Pd sop = 5.44 kips Pd total = 34.51 kips Dead Load for Uplift Pmax(Ir,sl) = 19.5 kips fp = 944 psf D+(Lr or S) OK fp = 1867 psf D+(Lr or S)+W OK P up = -15.66 kips 10.6D-0.6W P resisting = 20.70 kips SF Uplift 1.32 >=11: OK Constrained Post Footing d P h SO d S3 b d d calf d talc (lbs) (ft) psf/ft (ft) psf/ft (ft) (ft) (ft) 2.875 21.667 300.00 1 4.67 1 2025.29 6.00 4.67 4.67 1.000 Arp Engineering, Inc. 24)1709131 PO Box 587� �' f V Monroe, NC 28111 704-225-0079 Office 704.225-0999 Fax Design Criteria Worksheet PE- L. Dean Arp, Jr., Colorado PE 38703 Project No.: 52920 Rev D Date: 9/26/18 Project Name: Circle K Importance Factor (Is): 1.0 Prepared for: McGee Corporation Gp,>P�1'� 4•, '��o 12701 East Independence Blvd.G; Thermal Factor (Ct): PO Box 1375 Matthews, NC 28106-1375 S���• 38703 Canopy Size: 43'-0"x124'-6" �; tr ?.,'• is • Project Address: Street: W. 38th Ave. &Kipling St. ��' . City: Wheat Ridge Risk Category: County: Jefferson State: CO Zip Code: 80033 Ultimate design wind speed, Ver: Building Code: 2012 IBC Roof Live Loads: 20 PSF Roof Dead Loads: 5 PSF Snow Loads: Importance Factor (Is): 1.0 Ground Snow Load (Pg): 30 psf Thermal Factor (Ct): 1.2 Exposure Factor (Ce): 1.0 Wind Loads: Importance Factor (Iw): 1.0 Risk Category: II Basic Wind Speed Ultimate design wind speed, Ver: 136 mph Nominal design wind, Vasd: 105 mph Exposure Category: C Seismic Loads: Importance Factor (IE): 1.0 Risk Category: II Site Class: C Cttyof Seismic Design Category: B Mapped Spectral Accel. @ 0.2 sec. (Ss): 0.191g Mapped Spectral Accel.@C1.0 sec.i): 0.060g% eat Site o e ( Ridge Site Coefficient, Fv: 1.7 G• Design Spectral Accel. @ 0.2 sec (SDs): 0.153g 9 DMslOt� Design Spectral Accel. @ 1.0 sec (SD1): 0.0688 Seismic Base Shear: 6.54 kips Soils Criteria: After mitigation of the existing fill, 2,000psf allowable bearing capacity can be used for design per the geotechnical report by CTL Thompson dated May 19, 2016, Project No. DN48,345-125. Design Comments / Assumptions: Live load reductions are not utilized in canopy steel or foundation design. 2. Decking, purlins, and girders are designed for unbalanced snow loading per ASCE 7. 3. Decking does not transfer lateral forces with diaphragm action. Canopy steel is designed to transfer lateral forces with strong and weak axis bending. 4. Decking does not brace canopy purlins against lateral torsional buckling. Deck clips do not have adequate shear capacity to transfer lateral bracing forces into the deck. 5. Inflection points are not used as braced points in beam design (per AISC). 6. McGee decking (3"x16", 20ga.) can support the following allowable design moments: Ma (+) = 0.956ft*k positive moment Ma 0 = 0.682 ft*k negative moment Design calculations will be provided if requested. 7. McGee deck clips can support an allowable vertical design load of 394 lbs/clip. Test data will be provided if requested. 8. Canopy lateral forces are resisted by cantilevered columns (inverted pendulum system). 9. Foundations are designed as `structural plain concrete' per ACI 318. I 11 I STRUCTURAL DESIGN structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral force -resisting system. Every structure shall be designed to resist the overturning effects caused by the lateral forces specified in this chapter. See Section 1609 for wind loads, Section 1610 for lateral soil loads and Section 1613 for earthquake loads. 16045 Risk category. Each building and structure shall be assigned a risk category in accordance with Table 1604.5. Where a referenced standard specifies an occupancy cate- gory, the risk category shall not be taken as lower than the occupancy category specified therein. 16045.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same risk category, it shall be assigned the classification of the highest risk category corresponding to the various occupancies. Where buildings or structures have two or more portions that are structurally separated, each portion shall be separately classified. Where a sepa- rated portion of a building or structure provides required TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES RISK CATEGORY NATURE OF OCCUPANCY Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to: I • Agricultural facilities. • Certain temporary facilities. • Minor storage facilities. II Buildings and other structures except those listed in Risk Categories I. III and IV Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to: • Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 310. • Buildings and other structures containing elementary school, secondary school or day care facilities with an occupa load greater than 250. • Buildings and other structures containing adult education facilities, such as colleges and universities, with an occupant load greater than 500. • Group I-2 occupancies with an occupant load of 50 or more resident care recipients but not Having surgery or emergency treatment facilities. • Group 1-3 occupancies. • Any other occupancy with an occupant load greater than 5,000'. • Power -generating stations, water treatment facilities for potable water, waste water treatment facilities and other public utility facilities not included in Risk Category W. • Buildings and other structures not included in Risk Category IV containing quantities of toxic or explosive materials that: Exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2) or per outdoor control area in accordance with the International Fin Code; and Are sufficient to pose a threat to the public if released ". Buildings and other structures designated as essential facilities, including but not limited to: • Group 1-2 occupancies having surgery or emergency treatment facilities. • Fire, rescue, ambulance and police stations and emergency vehicle garages. • Designated earthquake, hurricane or other emergency shelters. • Designated emergency preparedness, communications and operations centers and other facilities required for emergency response. • Power -generating stations and other public utility facilities required as emergency backup facilities for Risk Category IV IV structures. • Buildings and other structures containing quantities of highly toxic materials that: Exceed maximum allowable quantities per control area as -given in Table 307.1(2) or per outdoor control area in accordance with the International Fire Code; and Are sufficient to pose a threat to the public if released °. • Aviation control towers, air traffic control centers and emergency aircraft hangars. • Buildings and other structures having critical national defense functions. • Water storage facilities and pump structures required to maintain water pressure for rue suppression. a. For purposes of occupant load calculation, occupancies required by Table 1004.1.2 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load. b. Where approved by the building official, the classification of buildings and other structures as Risk Category ill or IV based on their quantities of toxic, highly toxic or explosive materials is permitted to be reduced to Risk Category IL provided it can be demonstrated by a hazard assessment in accordance with Section 1.5.3 of ASCE 7 that a release of the toxic, highly toxic or explosive materials is not sufficient to pose a threat to the public. 336 2012 INTERNATIONAL BUILDING CODE® CHAPMR I GENERAL Table 1.5-1 Risk Category of Buildings and Other Structures for Flood, Wind, Snow, Earthquake, and Ice Loads Use or Occupancy of Buildings and Structures Risk Category Buildings and other structures that represent a low risk to human life in the event of failure All buildings and other structures except those listed in Risk Categories I, III, and IV 11 Buildings and other structures, lite failure of which could pose a substantial risk to human life. III Buildings and other structures, not included in Risk Category IV, with potential to cause a substantial economic impact and/or mass disruption of day-to-day civilian life in the event of failure. Buildings and other structures not included in Risk Category IV (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosives) containing toxic•or explosive substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction and is sufficient to pose a threat to the public if released! Buildings and other structures designated as essential facilities. Buildings and other structutes, the failure of which could pose a substantial hazard to the community. Buildings and other structures (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, or hazardous waste) containing sufficient quantities of highly toxic substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction and is sufficient to posts threat to the public -if released., Buildings and other structures required to maintain the functionality of other Risk Category IV -structures. IV 'Buildings and other structures containing toxic, highly toxic, or explosive substances shall be eligible for classification to a lower Risk Category if it can be- demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.3 that a release -Of the substances is commensurate with the risk associated with that Risk Category. . exceed the member design strength (also called "load and resistance factor design'). TEMPORARY FACILMES: Buildings or other structures that are to be in service for a limited. time and have a limited exposure period for environ- mental loadings. TOXIC SUBSTANCE: As defined in 29 CFR 1910.1200 Appendix A with Amendments as of February 1, 2000. — 1.2.2 Symbols Fr A minimum design lateral force applied to level x of the structure and used for purposes of evaluating structural integrity in accordance with Section 1.4.2. Ws The portion of the total dead load of the struc- ture, D, located or assigned to Level x - D Dead, load. L Live load. L, Roof live load N Lateral notional load used to evaluate confor- mance with minimum structural integrity criteria. 2 R Rain load. S Snow load. 13 BASIC REQUIREMENTS 13.1 Strength and Stiffness Buildings and other structures, and all parts thereof, shalt be designed and constructed with adequate strength and stiffness to provide structural stability, protect nonstructural components and systems, and meet the serviceability requirements of Section 1.3.2. Acceptable strength shall be demonstrated using one or more of the following procedures: a. the Strength Procedures of Section 1.3.1.1, b. the Allowable Stress Procedures of Section 1.3.1.2, or c. subject to the approval of the authority having jurisdiction for individual projects, the Performance -Based Procedures of Section 1.3.1.3: 52920 Rev A IBC2012 ASCE 7-10 (Pg --30, Vud=136) Loads,XLS Snow Loads ASCE 7-10 (Chapter 7) Project p Project Name Engineer Date Risk Category II (Table 1.5-1) Flat Roof Snow Load Exposure Factor, Ce 1.00 (Table 7-2) Pf = 25.20 psf Thermal Factor, Ct 1.20 (Table 73) Importance Factor, 1 1.00 (Table 1.5-2) Does Pbnin apply? Yes Ground Snow Load, Pg 30 psf beta Knimum Flat Roof Snap Load 7O1N+O.6 2.13 degrees Pfmin = 20.00 psf 275 beta pi/gammaW 7.32 degrees Rain -on, -Snow Surcharge NS ('NS' for Non -Slippery, 'S' for Slippery Roof Sufece) Prain = NA psf 52920 Circle K Wheat Ridge, CO LDA Rev A 1I3/P017 Use W+r- 25.20 psf SLOPED ROOF Roof Type Flat Flat(-5deg),Mono,Hip,GsW L 124.50 it W 43.00 ft he 0.00 ft L/W 2,90 beta 0.81 7O1N+O.6 2.13 degrees 275 beta pi/gammaW 7.32 degrees Roof Surface NS ('NS' for Non -Slippery, 'S' for Slippery Roof Sufece) Sloped Roof Snow Load Ps = 25.20 psf Roof Slope 0 on 12 Roof Slope 0.00 degrees 25.20 pill 25.20 psf Slope Factor, Cs 1.000 (calculated Fig. 7-2) 1.5Pf/Ce NA psf consider balanced load only NA psi NA 1.5Ps/Ce NA psf 0.3ps NA psf NA sf NA ost NA psi 1.2(1+beta/2)ps/Ce NA psf 0.3pf 7.56 psf NAPSI NA PSI NA psf 1.2 pf / Ce 30.24 psf 1.2(1+beta)pOCe 54.84 psf 1.2 pf / Ce + gamma he 30.24 psf DRIFT Snow Density gamma 17.90 Dof (Eq. 7.4) Balanced Snow Height, hb - 1.41 R Structure Height Above Low Roof, Hur 2.333 A IWhb = 0.66 Consider drift loads Clear Height from Balanced Snow to Upper Roof, hc� 0.93 R (Huranb) Leeward Wind Length of Upper Roof of Drill, Lu= 0.00 ft 0.00 1t Lut= 25 it (ifLu-W use 25) Height of Drift, hd= 0.93 R 0.93 ft (Fig. 7-9) (Hd e= hc) Lu2= 25 A (s Lu -,:M use 25.) Windward Wvx1 Length of Lower Roof fir, 1 Olr, 2 of Ddt, Lu- 43.00 If 124.50 ft Lut= 43 It (d Lu-cW use 25,) Height of Dri4 hd= 0.93 It 0.93 R (Fig. 7.9) (Hd <= ho) Lug= 124.5 R (If Lu< & use 25,) .75 x Pal= 0.69 ft 0.69 R Use hd= 0.93 It 0.93 It Maximum Drift Surcharge, Pd= 16.56 psf 116.56 psf Drift Wkfth, w= 3,70 It 3,70 ft CHAPTER 7 SNOW LOADS M cs.t..s, sl0eapeol0o cy.. t9ludNs.re t�,,.a to ..e.ewat tea •n.w bstN, �.t. b.., vri W On, instawbmkInto" W*"pnwkweoup" Ntuntfaslnp.r..Otssas t7pra.mA Me sPPsr dM.tlo11 4tnMs H PosifortM Qeosnd.trow bsd vshtss psserdsd Debw. 06tsapadgo asw.luds. arotequsrd b NAed11sA OrOund snow batM.t.bvslbnt tat eevsnd 0. •900 400 300 go FIGURE 7-1 Ground Snow Loads, P, for the United States (Lb/Ft). 34 10 6 CD ._ C C3 4 t� MINIMUM DESIGN LOADS Balanced $now Load FIGURE 7-8 Configuration of Snow Drifts on Lower Roofs. If lv> 600 ft, use equation to= 600 ft 400 200 100 50. 20 2 Iflu<20ft, use lu=20ft hd=0.43 4 pg+10--1.5 0 20 40 60 80 iC pg, Ground Snow Load (ib/112) To convert bW to kNhn2, mtl#* by 0.0479. To convert ft to m, mtdtlpty by 0.3048. FIGURE 7-9 Graph and Equation for Determining Drift Height, hd. 41 52920 Rev A ISC2012 ASCE 7-10 (Pg=30. Vult=136) Loads.XLS Wind Loads ASCE 7-10 (Chapter 26) Monoslope Roof Over Open Building Project 0 Project Name Engineer Date 52920 Circle K Wheat Ridge, CO LDA Rev A 01/03/17 Risk Category II (Table 1.5.1) Fascia Height Factor, G = 3 ft Importance Factor, 1 1.00 (Table 1.5-2) Trib Width Y 36.63 .33.571 33 ft Exposure Category C (26.7.) # of Cols 8 Design Wind Velocity (Vult) 136 MPH (Figure 26.5-tA,B,C) PYA =qz GCpn p (+) = 36.63 9.16 psf Af 1 = Heigh, z 19 ft p (-) _ -33.57 -3.05 psf Af 2= 129.00 sf Use Heigh, z 19 ft (Note: Zmin=30' for Case 1 Exp. B) PW =qz GCpn Af Roof Slope 0.00 degrees Pwl =9z GCpn Af Fy = 8,89 kips/frame Directionality Factor, Kd 0.85 (Table 26.6-1) 1.45 kips/col Topographic factor, Kzt = 1.00 Horiz. Dim, Measured Norm. to Wind Dir., B 124.5 ft UB = 0.345 Horiz. Dim. Measured Parallel. to Wind Dir., L 43 ft Velocity Pressure Exposure I z9 txposure Ot Coefficient Kz = 0.892 A 5.0 1500 0.= 9.5 B 7.0 1200 zg= 900 C 9.5 900 9.5 800 D 11.5 700 a = 4.30 ft Velocity Pressure, qz = 35.91 psf qz=0.00256 Kz Kzt Kd V^2 I (psf) Gust Response Panel Trib Length 8 ft Factor, G = 0.85 Panel Trib Width 1.33 ft 8= 4.30 ft 54.94 -51.89 Panel Trib Area 10.64 sf a12 - 18.49 sf 36.63 -33.57 Min. Panel Trib Area 21.33 sf 4aA2 = 73.98 sf 36.63 .33.571 Net External Surface Pressure - Components and Cladding (PSF) <= aA: >a^2,<=4a^: >4a^: Zone 3 Zone 2 Zone 1 73.25 -100.72 54.94 -51,89 36.63 -33.57 54.94 -51.89 54.94 -51,891 36.63 -33.57 36.63 -33.57 36.63 .33.571 36.63 -33.57 Horizontal Wind Pressures on Parapets Vertical Wind MWFRS Pressures on Roof Net Pressure Coefficients Net Pressure Coefficients Cn p =qh GCn (windward + leeward) GCpn= 2.500 (+1.5 Windward, -1.0 Leeward) Cn= 1.2 0.3 Cn= -1.1 -oA pw (lat) = 89.77 psf PYA =qz GCpn p (+) = 36.63 9.16 psf Af 1 = 373.50 sf p (-) _ -33.57 -3.05 psf Af 2= 129.00 sf Pw (rat) 1 = 33.53 kips PW =qz GCpn Af Pw Qat) 2= 11.58 kips Pwl =9z GCpn Af Fy = 8,89 kips/frame Fx= 1.45 kips/col 160(72) Figure 26.5-1A Bask Wind Speeds for Risk Category II Buildings and Other Structures. Notes: I. Values are nominal design 3 -second gust wind speeds in miles per hour (m/s) at 33 ft (10m) above ground for Exposure C category. 2. Linear interpolation between contours is permitted. 3. Islands and coastal areas outside the last contour shall use the last wind speed contour of the coastal area. 4. Mountainous terrain, gorges, ocean promontories, and special windregions shall be examined for unusual wind conditions. 5. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (Annual Exceedance Probability = 0.00143, MRI = 700 Years). 247a MINIMUM DESIGN LOADS Main Wind Force Resisting System - part 1 0.25:5 h/L S 1.0 Figure 27.4-4Net pressure Coefficient, CN Monoslope Free- Roofs Open Buildings 0:5 450 = 00 1800 L L 0.5L 0.5L 0.5L 0.5L CIM CNL Wind Cw CMw Wind Direction 7 Direction h @ h @ y =180° 11711171111111111T /////////77777, Raaf Load Wind Dlreaon0° Direai on, =180° Notes: . 1. Cm and C,a, denote net pressures (contributions from top and bottom surfaces) for windward and leeward half of roof awfuca, respectively. I Char wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 5098. Obstructed wind flow denotes objects below roof inbibiting wind flow (>M blockage), 3. For values of 0 between 7,S' and 4r, linear interpolation 4 permitted For values of 0 less than 7S', use load coef icients for 0°. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. S. All load eases shown for each roof angle shall be investigated, 6. Notation: L : horizontal dimension of roof, measured in the along wind direction, it. (m) h : mesa roof height, fl. (m) 7 : direction of wind, degrees 9 : angle of plane of roof from horizontal, degrees Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Fiow 8 CNw CHI, CNw CHI, CHIS, CHI, CN,,, CNr. Q° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -i.l -0.1. -1.1 -0.6 -I.1 -0.1 -i,l -0.6 7.S° A -0.6 , -1 -1 -1.5 0.9 1.5 -0.2 1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 ig° A -0.9 -1.3 -1.1. -1.3 13 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 22,5° A -1.5 -1.6 -1-5 -1`: 7 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 1.3 0 30° A -1.8 -1.8 -1.5 -1.8 2.1 2.i 0.6 -1 ' - B -2.5 -0.5 -2.3 -l.l 2.6 1 1.6 0.1 37.5° A •I.8 -1.8 •1.5 -1.8 2.1 4.2 0.7 -0.9 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 0.3 45° A -1.6 -1.8 -1.3 -1.8 2.2 2.5 0.8 -0.9 B -2.3 -0 267 .7 -1.9 -1.2 2.6 I.4 2.1 0.4 267 30.8-1 1 Net Pressure Open Buildings a 3 a 2 1 2 3 ala L MINIMUM DESIGN LOADS 0.255 b/L 51.0 Monoslope Free Roofs 0:5 45° Rom AA& 9 eftaiw Vmd Arm Zone 3 Clear w'md F[ow Zan 2 Zone 1 CM Zone 3 t'lbaera¢ad wind Flow Zee 2 Zwe 1 <_at 2.4 •33 t;$ -1.7 [2 -!.1 1 -3.6 0.8 -!.8 Qg -1.2 0' >a' <4.0e 1.8 -1.1 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 Q5 -l.2 >4,W 1.2 1.1 12 -1.1 1.2 -i.) 03 -12 0.5 -1.2 os -1.2 c a 32 4.2 2A -2.1 1.6 -1.4 1.6 4.1 1.2 2 6 0.B -1.7 7.5' >a37<4.P 2A -Zi 2.4 -2.1 1.6 -1.4 12 -2.6 12 2.6 0.8 -1.1 >4.0aa t.6 -lA 1.6 -lA 1.6 -1.4 0.6 -1.7 0.8 -1.7 0.8 -1.7 <aa 3.6 -3.8 2.7 -2.9 1.8 -1.9 24 •4.2 1.8 1 -32 1.2 -2.1 16' > W,:5 4.0a' 2.7 .2.9 2.7 -2.9 1.8 -1.9 1.8 3.2 1.8 -3.2 12 -2.1 4.W L.8 -19 1.8 1.9 1.8 -1.9 1.2 2 t 1.2 2.1 1.2 S t car 5.2 -5 3.9 .3.8 2.6 -2.5 3.2 4.6 2.4 73.5 1.6 -23 3.9 -3.8 3.9 -3.8 2.6 -2.5 2.4 -33 2.4 -3.5 1.6 •23 i 4.0s' 2.6 -2b • 2.6 -2.5 2.6 -2.5 1.6 -23 1.6 -2.3 1.6 -23 <a2 3.2 4.63.9J.5 26 3 42 3.8 32 29 21 19 45' > ar, <4.Oa= 3.9 -3.5 1 3.9 -3.5 2.6 -2.3 3.2 -29 3.2 -2.9 2.1 19 >4.0aa 2.6 1 -23 1 2.6 -2.3 2.6 1 •2.3 2.1 -1.9 21 -1.9 2.1 -1.9 Notes: i. Cm denotes net pressures (contributions from top and bottom surfaces). 2. Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal td 50016. Obstructed wind flow denotes objects below roof inhibiting wind flow (>50% blockage). 3. For values of 0 other than those shown, linear interpolation is permitted. 4. Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. 5. Components and cladding elements shall be designed for positive and negative pressure coefficients shown. 6. Notation: a:1 Oefo of least horizontal dimension or 0.4h, whichever is smaller but not less than 4% of least horizontal dimension or 3 ft. (0.9 m) It : mean roof height, R (m) L : horizontal dimension of building, measured in along wind direction, ft, (m) 0 angle of plane of roof from horizontal, degrees 351 k ) / § ) cn ) Oa/�# E i ~227 Ic _Q. m 0 KP m Im_ ° § Gf ((G§ ¢¢¢¢ § 0 0 0004 © k7�&2 o \ \ ( E ° iis& � §qff§£ 2 k , E cso�o § 6 $f� i ^ a k |_ ,k m0fca0 Af. $f ` j( 1 \� �k. a®a|;2 ' �£ § EE � a00 § § _ f E 11 1 11 > tL Ic _Q. m 0 KP m Im_ ° § k G §§§)} ¢¢¢¢ § 0 0 0004 © o \ \ ( U) ° iis& £ §® §qff§£ kK§ cso�o § 6 $f� 0 §k j( \� �k. (, (\ � a00 § Ee f uj oomo § Lu z , \\ \2]�k\§§ ,v 0�(( °& §�e< S uj \) §G«© J o k/ & f! `� °��� ( (/§ - _ ` �§;■£-° a° « !� Soa» LLM< !e �§,§ » �f\) �� w��,� U} /�. § c- ou.»&¥r/ <& CDg Us F- CD «<g�«@oeee z o<kxu kk\\/g(e°R9 @W_, Ud° xOz5x211 r\k k§ ƒ �oog�8§B2§�� §�e�°-�Eg��� ox<o Kk( 9 k £ ;nEU.ee.�o §Ak/22[�§/2 w o eon_ e § e ©;KK w ) ZO � i] k [§&§§(§\\§(al [§§® §\§k /!k A2 Seismic Force -Resisting System G. CANTILEVERED COLUMN SYSTEMS DETAMED TO CONFORM TO THE REQUEREMENTS FOR: 1. Steel special cantilever column systems. 2. Steel ordinary cantilever column systems 3. Special reinforced concrete moment ftatnes" 4. Intermediate reinforced concrete moment frames 5. Ordinary reinforced concrete moment frames limber mber frames H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMICSIS RETANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS MINIMUM DESIGN LOADS Table 12.2-1 (Continuer) Structural System Limitations Including ASCE 7 Structural Height, It. (ft) Section Limits` WheR re espouse Detailing Modification Deflection Requirements Coefficient, Overstrength Amplification Are Specified R' Factor, Dos Factor, Ct 12.2.5.2 Seismic Design Category B C D' E° F 14.1 2% lt/a 2% 35 35 35 35 35 14.1 1'A lr/, 1'A 35 35 NP NV NP' 12.25.5 and 2% 1i4 Th 35 35 35 35 35 14.2 14.2 1% 1 V 11h 35 35 NP NP NP 14.2 1 1y 1 35 NP NP NP NP 14.5 1% 1% 1% 35 35 35 NP NP 14.1 3 3 3 NL NL NP NP NP 'Response modification coefficient, R,, for use throughout the standard. Note R reduces forces to a strength level, not an allowable stress level. °Deflection amplification factor, Ce, for use in Sections I2.8.6, 12.8.7, and 12.9.2. � `NI. = Not Limited and NP = Not Permitted. For metric units use 30.5 m for 100 ft acid use 48.8 to for 160 R 'See Section 12.2.5.4 for a description of seismic force -resisting systems limited to buildings with a strucu ral height, h" of 240 ft (732 m) or less. `See Section 12.2.5.4 for seismic fotmwresistimg systems limited to buildings with a structural height, h,„ of 160. ft (48.8 m) or less. tOnhnary moment frame is permitted to be used in lieu of intermediate moment forme for Seismic Design Categories B or C. 'Where the tabulated value of the overstrength factor, Do, is greater than or equal to 254, Q. is permitted to be reduced by subtracting the value of 1/2 for structures with flexible diaphragms. +Sea Section 12.2.5.7 for limitations in str ctures assigned to Seismic Design Categories D. E, or P. 'See Section 12.2.5.6 for limitations in structures assigned to Seismic Design Categories D, E, or R /Steel ordinary concentrically braced frames are permitted in single -story buildings up to a structural height, h., of 60 ft (183 m) where the dead load of the roof dors not exceed 20 psf (0.96 Wlm) and in penthouse structures. 'An increase in structural height, h., to 45 ft (13.7 m) is permitted for single story storage warehouse facilities. 'In Section 2.2 of ACI 318. A shear wall is defined as a structural wail. "In Section 2.2 of ACI 318. The definition of "special structural wall" includes precast and cast -in-place construction. "In Section 2.2 of ACT 318. The definition of "special moment frame" includes precast and cast -in-place construction. 'Alternately, the seismic load effect with overstrength, E,a is permitted to be based on the expected strength determined in accordance with AISI S110. ^Cold -formed steel — special bolted moment frames shall be limited to one-story in height in accordance with AISI S 110. CHAPTER 11 SEISMIC DESIGN CRITERIA liable 11A-1 Site Coefficient, Fa Mapped Risk -Targeted Maximum Considered Earthquake (MCELt) Spectral Response Acceleration Parameter at Short Period Site Class S,5 0.25 Ss = 0.5 Ss = 0.75 Sr =1.0 s S 2 1.25 A 0.8 0.8 0.8 0.8 0.8 B C 1.0 1.0 1.0 1.0 1.0 D 1.2 1.6 1.2 1.4 1.1 1.2 1.0 1.0 E 2.5 1.7 1.2 1.1 0.9 1.0 0.9 F See Section 11.4.7 E 2.4 2.0 1.8 Note: Use straight-line interpolation for intermediate values of Ss. Table 11.4-2 Site Coefficient, F, Note: Use sasight-line interpolation for intermediate values of S, r, iA r Peioq r(wc) ` FIGURE 11A-1 Design Response Spectrum. 11.4.5 Design Response Spectrum Where a design response spectrum is required by this standard and site-specific ground motion proce- dures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4-1 and as follows: 66 1. For periods less than To, the design spectral response acceleration, SQ, shall be taken as given by Eq. 11.4-5: So =SDs 0.4+0.6 (11.4-5) To 2. For periods greater than or equal to To and less than or equal to Ts, the design spectral response acceleration, Sa, shall be taken equal to SDs. 3. For periods greater than Ts, and less than or equal to TL, the design spectral response acceleration, S. shall be taken as given by Eq. 11.4-6: SQ = Tt (11.4-6) 4. For periods greater than Ti, S. shall be taken as given by Eq. 11.4-7: S. = SDtTL T2 where SDs = the design spectral response acceleration parameter at short periods Mapped Risk -Targeted Maximum Considered Earthquake (MCE,) Spectral Response Acceleration Parameter at 1-s Period Site Class 4 S15 0.1 S1= 0.2 S, = 0.3 S - 0.4 1- S/zO.S A 0.8 0.8 0.8 0.8 0.8 B C 1.0 1.0 1.0 1.0 1.0 D 1.7 1.6 1.5 1.4 1.3 E 2.4 2.0 1.8 1.6 1.5 F 3.5 See Section 11.4.7 3.2 2.8 2.4 2.4 Note: Use sasight-line interpolation for intermediate values of S, r, iA r Peioq r(wc) ` FIGURE 11A-1 Design Response Spectrum. 11.4.5 Design Response Spectrum Where a design response spectrum is required by this standard and site-specific ground motion proce- dures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4-1 and as follows: 66 1. For periods less than To, the design spectral response acceleration, SQ, shall be taken as given by Eq. 11.4-5: So =SDs 0.4+0.6 (11.4-5) To 2. For periods greater than or equal to To and less than or equal to Ts, the design spectral response acceleration, Sa, shall be taken equal to SDs. 3. For periods greater than Ts, and less than or equal to TL, the design spectral response acceleration, S. shall be taken as given by Eq. 11.4-6: SQ = Tt (11.4-6) 4. For periods greater than Ti, S. shall be taken as given by Eq. 11.4-7: S. = SDtTL T2 where SDs = the design spectral response acceleration parameter at short periods 52920 I BC2012 LOADCOM B.X LS Page 1 Loads (20121 BC) Column 1 (+ Wind dn) 2( -Wind up) 3 4 5 Loads (kips) (kips) (kips) (kips) (kips) D 5.00 5.00 5.00 L Lr 0.00 0.00 20.00 S 0.00 0.00 25.20 W 36.30 33.20 36.30 E 16-1 1.4D 7.00 7.00 7.00 16-2 1.2D+1.6L+0.5Lr 6.00 6.00 38.00 16-2 1.2D+1.6L+0.5S 6.00 6.00 46.32 16-3 1.2D+1.6Lr+0.5L 6.00 6.00 38.00 16-3 1.2D+1.6S+0.5L 6.00 6.00 46.32 16-3 1.2D+1.6Lr +0.5W 24.15 56.15 16-3 1.2D+1.6S+O.5W 24.15 64.47 16-3 1.2D+1.6Lr -0.5W -17.24 16-3 1.2D+1.6S-0.5W -17.24 16-4 1.2D+1.OW+0.5L+0.5Lr 42.30 52.30 16-4 1.2D+1.OW+0.5L+0.5S 42.30 54.90 16-4 1.2D-1.OW+0.5L+0.5Lr -27.20 16-4 1.2D-1.OW+0.5L+0.5S -27.20 16-5 1.2D+1.OE+0.5L+0.2S 6.00 6.00 11.04 16-6 0.9D+1.OW 40.80 40.80 16-6 0.9D-1.OW -28.7 16-7 0.9D+1.OE 4.50 4.50 4.50 16-7 0.913-1.0E 4.5 4.5 4.5 Max + 42.30 7.00 64.47 Max - 4.50 -28.70 4.50 L equiv. Max 22.69 0.63 36.54 Max -0.94 -21.69 -0.94 Page 1 Dead Load - 5 PSF Roof Live Load - 20 PSF Roof Wind Load - +54.4 / +36.3 PSF Roof Wind Loot! - -51.3 / -33.2 PSF +Mmox - .187 k-ft/ft x 167ponel - .250 k-ft/panel -Mmax - -.375 k-ft/ft x 16 -/panel - -.500 k-ft/panel Rmax - 426 #/ft x 16'/pone) - 568 #/panel <- 0.956 k-tt :OK <- -0.682 k -ft :OK 394 #/Gip :Single /Double clip pard • 16.6 PSF %///////// <- 0.956 k-tt :OK <- -0.682 k -ft :OK 394 #/Gip :Single /Double clip pard Company Arp Engineering, Inc Oct 11, 2016 'IRMA Designer LDA Job Number 52920 Checked By: DMK T e c x N o i o a e s Model Name Circle K Wheat Ridge, CO 43' Deck 4 Span Envelope Member Section Forces K15A-3t3 Version 13.0.0 [MA..152920152920 4 Span Deck 43 ft 2012 IBC (Pg=30, Vuk-- 136).r3d] Page 1 Company Arp Engineering, Inc Oct 11, 2016 Designer LDA ,,RISAJob Number 52920 Checked By: DMIK Model Name Circle K Wheat Ridge, CO 43' Deck 4 Span Envelope Member Section Forces (Continued) RA—k- Q- A-4-trmi I n .. . - - . - --- 1. - . - - - - - Envelope Joint Reactions RISA -3D Version 13.0.0 [MA ... \52920\52920 4 Span Deck 43 ft 2012 IBC (Pg=30, Vult-- 136).r3d] Page 2 0 0 Pro Beam Summary RAM Steel 14.07.01.01 Arp Engineering, Inc. DataBase: 52920 Rev A Building Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 36.0 36.0 36.0 36.0 410 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 6101K. 50.0 50.0 50.0 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Beam Size W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W14X26 u C4X5.4 u C4X5.4 u 04X5.4 u C4X5.4 u W 16X40 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u W14X26 u W14X26 u W14X30 u W14X26 u Studs Cicle K 43x124.5 mCode. IBC STEEL BEAM DESIGN SUMMARY: Floor Type: 5 Purl Bm # Length +Mu -Mu Mn ft kip -ft kip -ft kip -ft 1 8.00 0.6 0.0 27.5 2 11.83 0.0 -39.8 32.17 63.9 -39.8 105.2 3 10.00 0.9 0.0 20.2 4 11.83 0.0 -51.0 32.17 75.7 -51.0 105.2 5 10.00 0.9 0.0 20.2 6 11.83 0.0 -56.4 32.17 83.8 -56.4 105.2 7 8.00 0.6 0.0 27.5 8 11.83 0.0 -51.0 32.17 75.7 -51.0 105.2 9 11.83 0.0 -39.8 32.17 63.9 -39.8 105.2 10 8.00 0.0 0.0 6.9 11 10.00 0.0 0.0 6.9 12 10.00 0.0 0.0 6.9 13 8.00 0.0 0.0 6.9 14 9.50 0.0 -183.2 17.00 63.2 -183.2 280.7 9.50 0.0 -183.2 15 8.00 0.0 0.0 6.9 16 10.00 0.0 0.0 6.9 17 10.00 0.0 0.0 6.9 18 8.00 0.0 0.0 6.9 19 8.00 0.0 0.0 6.9 20 10.00 0.0 0.0 6.9 21 10.00 0.0 0.0 6.9 22 8.00 0.0 0.0 6.9 23 0.83 0.0 -7.0 33.00 70.5 -9.7 105.1 1.17 0.0 -9.7 24 0.83 0.1 -8.3 33.00 84.1 -11.6 105.1 1.17 0.2 -11.6 25 0.83 0.1 -9.1 33.00 93.7 -12.8 154.6 1.17 0.2 -12.8 26 0.83 0.1 -8.3 33.00 84.1 -11.6 105.1 Fy ksi 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 36.0 36.0 36.0 36.0 410 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 6101K. 50.0 50.0 50.0 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Beam Size W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W8X10 u W14X26 u W14X26 u C4X5.4 u C4X5.4 u 04X5.4 u C4X5.4 u W 16X40 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u C4X5.4 u W14X26 u W14X26 u W14X30 u W14X26 u Studs A IAM RAM Steel 14.07.01.01 Arp Engineering, DataBase: 52920 Building Code: Inc. Rev IBC A Cicle K Beam 43x124.5 Summary Page 2/3 01/04/17 11:02:04 Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 1.17 0.2 -11.6 27 0.83 0.0 -7.0 33.00 70.5 -9.7 105.1 50.0 W14X26 u 1.17 0.0 -9.7 29 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 30 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 31 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 32 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 33 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 34 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 35 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 36 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 37 9.50 0.0 -199.7 17.00 84.8 -199.7 312.6 50.0 W 16X45 u 9.50 0.0 -199.7 38 31.83 62.5 -39.8 105.3 50.0 W14X26 u 11.83 0.0 -39.8 39 31.83 74.1 -51.0 105.3 50.0 W14X26 u 11.83 0.0 -51.0 40 31.83 82.0 -56.4 105.3 50.0. W14X26 u 11.83 0.0 -56.4 41 31.83 74.1 -51.0 105.3 50.0 W14X26 u 11.83 0.0 -51.0 42 31.83 62.5 -39.8 105.3 50.0 W14X26 u 11.83 0.0 -39.8 43 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 44 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 45 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 46 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 47 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 48 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 49 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 50 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 51 9.50 0.0 -182.3 17.00 63.0 -182.3 280.7 50.0 W16X40 u 9.50 0.0 -182.3 52 8.00 0.0 0.0 6.9 36.0 C4X5.4 u 53 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 54 10.00 0.0 0.0 6.9 36.0 C4X5.4 u 55 8.00 OA 0.0 6.9 36.0 C4X5.4 u 56 8.00 0.6 0.0 27.5 50.0 W8X10 u 57 10.00 0.9 0.0 20.2 50.0 W8X10 u 58 10.00 0.9 0.0 20.2 50.0 W8X10 u 59 8.00 0.6 0.0 27.5 50.0 W8X10 u Beam Summary RAM Steel 14.07.01.01 Page 3/3 Arp Engineering, Inc. DataBase: 52920 Rev A Cicle K 43x124.5 01/04/17 11:02:04 Building Code: IBC Steel Code: AISC 360-10 LRFD * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Member Code Check 12 RAM Frame 15.06.00.10 Arp Engineering, Inc. MMSM.W1:,9. DataBase: 52920 Rev C Cicle K 43x124.5 HSS10x10 Rotated n1$enttev Building Code: IBC BEAM INFORMATION: Story Level = ROOF Frame Number = 1 Fy (ksi) = 50.00 Beam Size = W 16X45 INPUT DESIGN PARAMETERS: X -Axis Lu for Axial (ft) 17.00 Lu for Bending (ft) 17.00 K 1.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No CONTROLLING BEAM SEGMENT FORCES - SHEAR Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NL1 Segment distance (ft) i - end 8.00 j - end 9.50 SHEAR CHECK: 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Beam Number= 28 Y -Axis 8.50 8.50 1.00 Vux (kip) = -38.39 1.00Vnx (kip) = 166.64 Vux/l.00Vnx Vuy (kip) = -0.00 0.90Vny (kip) = 214.79 Vuy/0.90Vny CONTROLLING BEAM SEGMENT FORCES - AXIAL Load Combination: 0.900 D + 0.900 ND2 + 1.000 W2 Segment distance (ft) i - end 9.50 j - end 18.00 AXIAL CHECK: Pu (kip) = 4.45 0.90Pnx (kip) = 558.56 Pu/0.90Pnx 0.90Pny (kip) - 439.64 Pu/0.90Pny 0.901?n (kip) = 439.64 Pu/0.90Pn CONTROLLING BEAM SEGMENT FORCES - FLEXURE Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NLl Segment distance (ft) i - end 18.00 j - end 26.50 CALCULATED PARAMETERS: Pu (kip) _ -0.01 0.901?n (kip) = 598.50 Mux (kip -ft) - -195.13 0.90Mnx (kip -ft) = 308.63 Muy(kip-ft) _ -0.04 0.90Mny (kip -ft) = 54.38 Ur = 64.95 Cmx - 1.00 Cmy = 0.60 Blx = 1.00 Bly - 1.00 Cbx = 1.25 INTERACTION EQUATION: Pu/�Pn - 0.000 Eq Hl -lb: 0.000 + 0.632 + 0.001 = 0.633 0.230 0.000 0.008 0.010 0.010 Member Code Check RAM Frame 15.06.00.10 Arp Engineering, Inc. DataBase: 52920 Rev C Cicle K 43x124.5 HSS IOxl0 Rotated %jeenney Building Code: IBC COLUMN INFORMATION: Story Level = ROOF Frame Number = I Fy (ksi) = 46.00 Column Size = HSSIOX10X3/8 INPUT DESIGN PARAMETERS: 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Column Number= 3 X -Axis Y -Axis Lu for Axial (ft) 21.67 21.67 Lu for Bending (ft) __ _ 21.67 21.67 K 1.00 1.00 CONTROLLING COLUMN FORCES - SHEAR Load Combination: 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 Shear Top Vux (kip) 3.33 Vuy (kip) 3.33 Shear Bot. Vux (kip) - 3.33 Vuy (kip) 3.33 SHEAR CHECK: Vux (kip) = 3.33 0.90Vnx (kip) = 155.23 Vux/0.90Vnx = 0.021 Vuy (kip) = 3.33 0.90Vny (kip) = 155.23 Vuy/0.90Vny = 0.021 CONTROLLING COLUMN FORCES - AXIAL Load Combination: 1.200 D + 1.200 ND1 + 1.600 Lp + 1.600 NL1 AXIAL CHECK: Pu (kip) = 51.45 0.90Pnx (kip) - 405.99 Pu/0.901'nx = 0.127 0.90Pny (kip) - 405.99 Pu/0.90Pny = 0.127 0.90Pn (kip) = 405.99 Pu/0.90Pn = 0.127 CONTROLLING COLUMN FORCES - FLEXURE Load Combination: 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 Axial Load (kip) 22.08 Moment Top Mux (kip -ft) 0.00 Muy (kip -ft) 1.04 Moment Bot. Mux (kip -ft) 72.08 Muy (kip -ft) 72.06 CALCULATED PARAMETERS: Pu (kip) = 22.08 0.90Pn (kip) = 405.99 Mux (kip -ft) - 72.08 0.90Mnx (kip -ft) = 162.84 Muy(kip-ft) = 72.06 0.90Mny (kip -ft) = 162.84 KL/Rx = 66.46 KL/Ry = 66.46 Cmx = 0.60 Cmy = 0.61 Blx = 1.00 Bly = 1.00 Cbx = 1.67 INTERACTION EQUATION: Pu/�Pn = 0.054 Eq Hl -lb: 0.027 + 0.443 + 0.443 = 0.912 Code Check Summary RAM Frame 15.06.00. 10 Arp Engineering, Inc. DataBase: 52920 Rev C Cicle K 43x124.5 HSS 1Ox10 Rotated 05/24/18 11:51:26 F-jileenney Building Code: IBC Steel Code: AISC360-10 LRFD CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): 1.60 Scale Factor (Roof): 1.00 Scale Factor (Snow): 1.00 Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): rb = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) LOAD COMBINATION CRITERIA: Notional Loads Live Load factor fl (0.5 or 1.0) Sds (for Ev) RhoX RhoY LOAD CASE DEFINITIONS: D DeadLoad Lp PosLiveLoad Ln NegLiveLoad W1 WX W2 WY El EX E2 EY ND 1 Notional ND2 Notional NL 1 Notional NL2 Notional Consider with all Combinations in direction of lateral load 0.500 0.153 1.000 1.000 RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360 DL_X NL_AISC360-DL_Y NL_AISC360-LL_X NL AISC360 LL Y LOAD COMBINATIONS: IBC 2012 / ASCE 7-10 LRFD 1 * 1.400 D + 1.400 ND 2 * 1.400 D + 1.400 ND2 3 * 1.400 D - 1.400 ND1 4 * 1.400 D - 1.400 ND2 5 * 1.200 D + 1.200 NDI + 1.600 Lp + 1.600 NL1 6 * 1.200 D + 1.200 ND2 + 1.600 Lp + 1.600 NL2 7 * 1.200 D - 1.200 NDl + 1.600 Lp - 1.600 NL1 8 * 1.200 D - 1.200 ND2 + 1.600 Lp - 1.600 NL2 9 * 1.200 D + 1.200 ND1 + 1.600 Ln + 1.600 NLl Code Check Summary * = Load combination currently selected to use Frame #1: Level: ROOF Page 2/3 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Col. RAM Frame 15.06.00.10 Max Arp Engineering, Inc. .ft. ws, DataBase: 52920 Rev C Cicle K 43x124.5 HSS10x10 Rotated njeenttew- Building Code: IBC 10 * 1.200 D + 1.200 ND2 + 1.600 Ln + 1.600 NL2 11 * 1.200 D - 1.200 ND 1 + 1.600 Ln - 1.600 NL 1 12 * 1.200 D - 1.200 ND2 + 1.600 Ln - 1.600 NL2 13 * 1.200 D + 1.200 NDI + 0.500 Lp + 0.500 NLI + 1.000 W1 14 * 1.200 D + 1.200 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 W2 15 * 1.200 D - 1.200 ND 1 + 0.500 Lp - 0.500 NL 1 - 1.000 W 1 16 * 1.200 D - 1.200 ND2 + 0.500 Lp - 0.500 NL2 - 1.000 W2 17 * 1.200 D + 1.200 NDI + 0.500 Ln + 0.500 NLI + 1.000 Wl 18 * 1.200 D + 1.200 ND2 + 0.500 Ln + 0.500 NL2 + 1.000 W2 19 * 1.200 D - 1.200 NDI + 0.500 Ln - 0.500 NU - 1.000 W 1 20 * 1.200 D - 1.200 ND2 + 0.500 Ln - 0.500 NL2 - 1.000 W2 21 * 1.200 D + 1.200 ND 1 + 1.000 W 1 22 * 1.200 D + 1.200 ND2 + 1.000 W2 23 * 1.200 D - 1.200 ND i - 1.000 W 1 24 * 1.200 D - 1.200 ND2 - 1.000 W2 25 * 0.900 D + 0.900 NDI + 1.000 W1 26 * 0.900 D + 0.900 ND2 + 1.000 W2 27 * 0.900 D - 0.900 NDI - 1.000 W1 28 * 0.900 D - 0.900 ND2 - 1.000 W2 29 * 1.231 D + 1.231 NDI + 0.500 Lp + 0.500 NLI + 1.000 El 30 * 1.231 D + 1.231 ND2 + 0.500 Lp + 0.500 NL2 + 1.000 E2 31 * 1.231 D - 1.231 NDI + 0.500 Lp - 0.500 NLI - 1.000 EI 32 * 1.231 D - 1.231 ND2 + 0.500 Lp - 0.500 NL2 - 1.000 E2 33 * 1.231 D + 1.231 ND1 + 0.500 Ln + 0.500 NLI + 1.000 E1 34 * 1.231 D + 1.231 ND2 + 0.500 Ln + 0.500 NL2 + 1.000 E2 35 * 1.231 D - 1.231 NDI + 0.500 Ln - 0.500 NLI - 1.000 E1 36 * 1.231 D - 1.231 ND2 + 0.500 Ln - 0.500 NL2 - 1.000 E2 37 * 1.231 D + 1.231 NDI + 1.000 El 38 * 1.231 D + 1.231 ND2 + 1.000 E2 39 * 1.231 D - 1.231 NDI - 1.000 E1 40 * 1.231 D - 1.231 ND2 - 1.000 E2 41 * 0.869 D + 0.869 NDI + 1.000 El 42 * 0.869 D + 0.869 ND2 + 1.000 E2 43 * 0.869 D - 0.869 NDI - 1.000 El 44 * 0.869 D - 0.869 ND2 - 1.000 E2 * = Load combination currently selected to use Frame #1: Level: ROOF Page 2/3 05/24/18 11:51:26 Steel Code: AISC360-10 LRFD Col. Pu Max Muy Vux Vuy LC Interact. Fy # kip kip -ft kip -ft kip kip ksi 3 22.08 72.08 72.06 3.33 3.33 14 0.91 (111 -lb) 46 4 22.08 -72.05 -72.03 -3.33 -3.33 16 0.91 (H1 -Ib) 46 HSS l OX 10X3/8 HSSIOXIOX3/8 Code Check Summary RAM Frame 15.06.00.10 Page 3/3 Arp Engineering, Inc. DataBase: 52920 Rev C Cicie K 43x124.5 HSS 1Ox10 Rotated 05/24/18 11;51:26 %JBentlev Building Code: IBC Steel Code: AISC360-10 LRFD Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size # kip kip -ft kip -ft kip kip ksi 28 -0.01 -195.13 -0.04 -38.39 -0.00 5 0.63 (H 1- I b) 50 W 16X45 Nodal Displacements RAM Frame 15.06.00.10 Arp Engineering, Inc. n'eenttev DataBase: 52920 Rev C Cicle K 43x 124.5 HSS 10x10 Rotated CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): Scale Factor (Roof): 1.00 Scale Factor (Snow): Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (R) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): tib = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASES: D DeadLoad LP PosLiveLoad Ln NegLiveLoad W1 WX W2 WY E1 EX E2 EY ND1 Notional ND2 Notional NL1 Notional NL2 Notional NRI Notional NR2 Notional RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL AISC360_LL_Y NL_AISC360_Rf_X NL AISC360 Rf Y Note: Nodal Displacements for Live Load Cases are based on Unreduced Live Loads. Frame #1 Level: ROOF 05/24/18 11:51:26 1.60 1.00 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z in in in (rad) (rad) (rad) 1 D 0.00118 -0.00000 -0.27678 0.00267 -0.00161 0.00000 Lp 0.00516 -0.00000 -1.20341 0.01169 -0.00706 0.00002 Ln -0.00045 0.00000 0.10614 -0.00103 0.00062 -0.00000 W1 1.88031 0.00000 0.00000 -0.00000 0.01082 0.00000 W2 0.00001 5.57972 0.00000 -0.00000 -0.03210 0.00000 E1 1.12819 0.00000 0.00000 -0.00000 0.00649 0.00000 E2 0.00000 1.12848 0.00000 -0.00000 -0.00649 0.00000 ND1 0.10950 0.00000 0.00000 -0.00000 0.00063 0.00000 ND2 0.00000 0.10950 -0.00000 0.00000 -0.00063 0.00000 Nodal Displacements RAM Frame 15.06.00.10 Page 2/2 Arp Engineering, Inc. nI$enney DataBase: 52920 Rev C Cicle K 43x124.5 HSSlOx10 Rotated 05/24/18 11:51:26 Node LdC Disp X Disp Y Disp Z Theta X Theta Y Theta Z NLI 0.36842 0.00000 0.00000 -0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 D 0.00070 -0.00000 -0.00618 0.00162 -0.00161 0.00000 Lp 0.00305 -0.00000 -0.02267' 0.00710 -0.00706 0.00002 Ln -0.00027 0.00000 0.00208 -0.00062 0.00062 -0.00000 W 1 1.88031 0.00000 0.00000 -0.00000 0.01082 0.00000 W2 0.00000 5.57972 -0.00000 -0.00000 -0.03210 0.00000 El 1.12819 0.00000 0.00000 -0.00000 0.00649 0.00000 E2 0.00000 1.12848 -0.00000 -0.00000 -0.00649 0.00000 ND1 0.10950 0.00000 0.00000 -0.00000 0.00063 0.00000 ND2 0.00000 0.10950 -0.00000 0.00000 -0.00063 0.00000 NL1 0.36842 0.00000 0.00000 -0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 D -0.00070 0.00000 -0.00618 -0.00162 0.00161 0.00000 Lp -0.00305 0.00000 -0.02267 -0.00710 0.00706 0.00002 Ln 0.00027 -0.00000 0.00208 0.00062 -0.00062 -0.00000 W 1 1.88031 0.00000 -0.00000 0.00000 0.01082 0.00000 W2 -0.00000 5.57678 0.00000 0.00000 -0.03209 0.00000 E1 1.12819 0.00000 -0.00000 0.00000 0.00649 0.00000 E2 -0.00000 1.12789 0.00000 0.00000 -0.00649 0.00000 ND 1 0.10950 0.00000 -0.00000 0.00000 0.00063 0.00000 ND2 0.00000 0.10950 0.00000 0.00000 -0.00063 0.00000 NLI 0.36842 0.00000 -0.00000 0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 -0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 D -0.00118 0.00000 -0.27678 -0.00267 0.00161 0.00000 Lp -0.00516 0.00000 -1.20341 -0.01169 0.00706 0.00002 Ln 0.00045 -0.00000 0.10614 0.00103 -0.00062 -0.00000 W 1 1.88031 0.00000 0.00000 0.00000 0.01082 0.00000 W2 -0.00001 5.57678 0.00000 0.00000 -0.03209 0.00000 EI 1.12819 0.00000 -0.00000 0.00000 0.00649 0.00000 E2 -0.00000 1.12789 0.00000 0.00000 -0.00649 0.00000 ND I 0.10950 0.00000 0.00000 0.00000 0.00063 0.00000 ND2 0.00000 0.10950 0.00000 0.00000 -0.00063 0.00000 NLI 0.36842 0.00000 0.00000 0.00000 0.00212 0.00000 NL2 0.00000 0.36842 -0.00000 -0.00000 -0.00212 0.00000 NRI 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 NR2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Frame Reactions Nil RAM Frame 14.07.01.01 ct ► JA4Q Arp Engineering, Inc. RAN[ DataBase: 52920 Rev A Cicle K 43x124.5 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL) Scale Factor (Roof): 1.00 Scale Factor (Snow) Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): tib = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors LOAD CASE DEFINITIONS: D DeadLoad LP PosLiveLoad Ln NegLiveLoad W1 WX W2 WY El EX E2 EY ND1 Notional ND2 Notional NL1 Notional NL2 Notional NR1 Notional NR2 Notional Frame #1: RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL_AISC360_LL_Y NL_AISC360_Rf_X NL AISC360 Rf Y Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip -ft kip -ft 5 D 0.00 0.00 7.12 0.00 0.00 0.00 LP 0.00 0.00 26.70 0.00 0.00 0.00 Ln 0.00 0.00 -2.45 0.00 0.00 0.00 WI -1.50 0.00 0.00 -0.00 -32.50 -0.00 W2 -0.00 -4.45 0.00 96.44 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 ND1 -0.09 0.00 0.00 -0.00 -1.88 -0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NL1 -0.29 0.00 0.00 -0.00 -6.37. 0.00 NL2 -0.00 -0.29 0.00 6.37 -0.00 -0.00 NR1 0.00 0.00 0.00 0.00 0.00 0.00 01/04/17 11:03:16 1.60 T.00 Frame Reactions Vil RAM Frame 14.07.01.01 Engineering, �P g g, Inc. RAM DataBase: 52920 Rev A Buildin Code: IBC Mxx Myy Tzz 0.00 0.00 0.00 Cicle K 43x124.5 0.00 g 0.00 0.00 Node LdC Rx Ry Rz NR2 0.00 0.00 0.00 6 D 0.00 0.00 7.12 Lp 0.00 0.00 26.70 Ln 0.00 0.00 -2.45 W 1 -1.50 0.00 0.00 W2 -0.00 -4.45 0.00 E1 -0.90 0.00 0.00 E2 -0.00 -0.90 0.00 ND 1 -0.09 0.00 0.00 ND2 -0.00 -0.09 0.00 NL1 -0.29 0.00 0.00 NL2 -0.00 -0.29 0.00 NRI 0.00 0.00 0.00 NR2 0.00 0.00 0.00 Mxx Myy Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -32.50 0.00 96.40 -0.00 0.00 -0.00 -19.50 -0.00 19.50 -0.00 0.00 -0.00 -1.88 0.00 1.88 -0.00 -0.00 -0.00 -6.37 0.00 6.37 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 2/2 01/04/17 11:03:16 ' Frame Reactions RAM Frame 14.07.01.01 Arp Engineering, Inc. RAM DataBase: 52920 Rev A Cicle K 43x 124.5 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P -Delta: Yes Scale Factor (DL): 1.20 Scale Factor (LL): Scale Factor (Roof): 1.00 Scale Factor (Snow): Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) : 8.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out -of -plane Stiffness Not Included in Analysis. Use Reduced Stiffness for Steel Members (AISC 360): Tb = 1.00 Sign not considered for Dynamic Load Case Results. Rigid Links Not Included at Fixed Beam -to -Wall Locations Eigenvalue Analysis: Eigen Vectors LOAD CASE DEFINITIONS: D DeadLoad Sp PosRoofLiveLoad Sn NegRoofLiveLoad WI WX W2 WY El EX E2 EY ND 1 Notional ND2 Notional NL1 Notional NL2 Notional NR1 Notional NR2 Notional Frame #1: RAMUSER RAMUSER RAMUSER RAMUSERNODAL_W RAMUSERNODAL_W RAMUSERNODAL_S RAMUSERNODAL_S NL_AISC360_DL_X NL_AISC360_DL_Y NL_AISC360_LL_X NL_AISC360_LL_Y NL_AISC360_Rf X NL_AISC360_Rf Y 01/04/17 11:05:21 1.60 1.00 L�-2mP,yf(33 K2r.s') � Jy.2K VA -v 3b.7P5L aa. E,� Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip -ft kip -ft kip -ft 5 D 0.00 0.00 7.12 0.00 0.00 0.00 Sp 0.00 0.00'19.42 0.00 0.00 0.00 Sn 0.00 0.00 - 0.00 0.00 0.00 WI -1.50 0.00 0.00 -0.00 -32.50 -0.00 W2 -0.00 -4.45 0.00 96.44 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 ND1 -0.09 0.00 0.00 -0.00 -1.88 -0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NLI 0.00 0.00 0.00 0.00 0.00 0.00 NL2 0.00 0.00 0.00 0.00 0.00 0.00 NRl -0.20 0.00 0.00 -0.00 -4.38 -0.00 fil RAM RAM Frame 14.07.01.01 Arp Engineering, Inc. DataBase: 52920 Rev A Cicle Building Code: IBC Frame K 43x124.5 Reactions Page 2/2 01/04/17 11:05:21 Node LdC Rx Ry Rz Mxx Myy Tzz NR2 -0.00 -0.20 0.00 4.38 -0.00 -0.00 6 D 0.00 0.00 7.12 0.00 0.00 0.00 Sp 0.00 0.00 19.42 0.00 0.00 0.00 Sn 0.00 0.00 -1.97 0.00 0.00 0.00 W1 -1.50 0.00 0.00 -0.00 -32.50 0.00 W2 -0.00 -4.45 0.00 96.40 -0.00 0.00 El -0.90 0.00 0.00 -0.00 -19.50 -0.00 E2 -0.00 -0.90 0.00 19.50 -0.00 0.00 NDl -0.09 0.00 0.00 -0.00 -1.88 0.00 ND2 -0.00 -0.09 0.00 1.88 -0.00 -0.00 NL1 0.00 0.00 0.00 0.00 0.00 0.00 NL2 0.00 0.00 0.00 0.00 0.00 0.00 NRI -0.20 0.00 0.00 -0.00 -4.38 -0.00 NR2 -0.00 -0.20 0.00 4.38 -0.00 -0.00 X Circle K Wheat Ri a 0 N 20 in Plain Base Plate Connection Base Plate Thickness : 1.5 in Base Plate Fy :36. ksi Bearing Surface Fp : 3.315 ksi Anchor Boft Diameter :1.5 in Anchor Bolt Material : F1554-36 Anchor Bolt Fu :58. ksi Column Shape : HSS10x0.375 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-08 Coarse Solution Selected Anchor Bolts 1 -1.15 Rnit X (inl 7 (inl TPnS_(kl VY (kl dge, CO Base Plate Rev C - Bearing Pressure Maximum Bearing 2.822 ksi Max/Allowable Ratio .851 IBC 16-6 (b) (ABI F = 1.000) 2.azz ® (ksi) 0. Base Plate Stress Maximum Stress 70.39 ksi Max/Allowable Ratio 1.448 IBC 164 (a) (ASIF = 1.000) 70.39 ® (ksi) 1.958 Vz (k) Fnt (ksi) ft (ksil Fnv (ksi) fv (ksi) Unitv Combination 1 Note: Frit and Fnv shown above include phi factors. Loads P (k1 VY (kl Vz (kl Mx (k -ft) Mz (k -ft) DL 7.2 LL 19.5 WL 26.1 4.6 99. EL 1. 22. B. 8. 126.063 1 0. 1 -1.15 1 43.5 14.744 1 26.1 1 .651 1 .452 T IBC 16-6 a 13 2 -8. 8. 126.063 1 0. 1 -1.15 1 43.5 14.744 1 26.1 .651 .452 IBC 16-6 a 13 3 8. -8. 139.3231 0. 1 1.15 1 43.5 22.254 1 26.1 .651 1 .682 IBC 16-6 b 14 4 -8. -8. 139.323 1 0. 1 1.15 1 43.5 22.254 1 26.1 1 .651 1 .682 T IBC 16-6 b 14 Note: Frit and Fnv shown above include phi factors. Loads P (k1 VY (kl Vz (kl Mx (k -ft) Mz (k -ft) DL 7.2 LL 19.5 WL 26.1 4.6 99. EL 1. 22. Anchor Bolt Embed Capacity Results Note: All capacities shown Include phi factors Single Bolt Tension Envelope Results LC Bolt Tens.(k) Nsa k Ncb k N n k Nsb k Unity Ductility Load(k) Steel int 3 39.323 61.335 96.821 73.382 0. 641 N.A. 0. 0. 14 Single Bolt Vx Envelope Results LC Bolt Vx k Vz k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k V k VxUnily VzUni 1 1 0. .25 31.894 43.8 91.909 41.359 91.909 135.549 0. .008 Seismic Ductility & Anchor Reinforcement Results LC Boit Vx k Vz k VxUnity VzUni Vx-Duct Vx-L(k) Vx-St int Vz-Duct Vz-L(k) Vz-St int 1 1 1 0. .25 1 0. 1 .008 1 Ductile 0. 1 0. 1 Ductile 0. 1 0. Single Bolt Vz Envelope Results LC Bolt Vx k Vz k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k V k VxUn' VzLI ity F -9 --F:17 0. 1.15 31.894 58.4 122.546 55.146 122.546 180.732 0. .036 Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx k Vz k VxUniV VzUni Vx-Duct VX-L(k) Vx-St int Vz-Duct Vz-L(k) Vz-St in2 9 1 0. 1.15 0. 036 N.A. 0. 0. N.A. 0. 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn(k) Vnx k Vnz k SRSS Interaction 1 I 1 1 55.037 1 31.894 1 31.894 1 .106 NA. Group Bolt: Tension Capacity Envelope Results LC Grou Tens. k Nsa. k Ncb. k Nsb. k Unity Ductility Load(k) Steel in"2 14 1 T-1 1 78.646 1 245.34 1 134.256 1 0. .586 1 N.A. 0. 1 0. Vz Shear Groups Capacity Envelope Results LC Gr Tvpe Failure Vx (k) Vz (k) Seismic Ductility & Anchor Reinforcement Results LC Gr TVDe Failure Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Footing Oft6' Rev A 2000psf Pd = 7.2 kips Plr= 14.2 kips Ps = 19.5 kips pw= 26.1 kips Md = 0 kip -ft Mir = 0 kip -ft Ms = 0 kip -ft Mw = 99 kip -ft Me - 22 kip -ft Vw = 4.6 kips Ve = 1 kips z= 21.667 ft Foundation Design Fp = 2000 psf (gamma)s = 110 pcf (gamma)c = 145 pcf B= 6 f L= 6 f D 6f t slab = 4 in TOF 12 in D wt 10 ft -3 ft P buoyancy = 0 kips So = 100 PM µ = 0.35 Af = 36 sf Dead Loads 742 psf D+(Lr or S) Pd = 7.20 kips Pd ting = 31.32 kips Pd slab = 1.74 kips Pd soil = 2.64 kips Pd total = 42.90 kips Pmax(Ir,sI) = 19.5 kips Top of canopy above ftng Allowable soil bearing pressure Unit weight Soil Unit weight Concrete Footing Width Footing Length Footing Depth Slab Thickness Depth of water table below grade Depth of footing into water table 0 200 Dead Load for Uplift fp = 742 psf D+(Lr or S) fp = 1467 psf D+(Lr or S)+W P up = -15.66 kips I0.6D-0.6W P resisting = 25.74 kips SF Uplift 1.64 >=I : OK Constrained Post Footing P h SO 5.73 OK OK S3 b d d d cafe d cafe ft) (ft) .73 5.73 1.000 Footing Wdia.Wdeep Round Rev D 2000psf Pd = 7.2 kips Pir = 14.2 kips Ps = 19.5 kips pw= 26.1 taps Md = 0 kip-ft Mir = 0 kip-ft Ms = 0 Idp-ft Mw = 99 kip-ft Me = 22 kip-ft Vw = 4.6 kips Ve = 1 kips Z = 21.667 ft Top of canopy above ftng Foundation Design Fp - 2000 psf Allowable sal bearing pressure (gamma)s = 110 pcf Unit weight Soil (gamma)c = 145 pcf Unit weight Concrete Pier dia 6 ft Equiv. B = 5.32 Equiv. L = 5.32 D = 5 ft Footing Depth t slab = 4 in Slab Thickness TOF 25 In D wt 10 It Depth of water table below grade -2.916667 It Depth of footing into water table P buoyancy = 0 kips :2 So= 150 psf/ft 300 µ = 0.35 Af = 28.27 sf Dead Loads Pd = 7.20 kips Pd ftng = 20.50 kips Pd slab = 1.37 kips Pd sop = 5.44 kips Pd total = 34.51 kips Dead Load for Uplift Pmax(Ir,sl) = 19.5 kips fp = 944 psf D+(Lr or S) OK fp = 1867 psf D+(Lr or S)+W OK P up = -15.66 kips 10.6D-0.6W P resisting = 20.70 kips SF Uplift 1.32 >=11: OK Constrained Post Footing d P h SO d S3 b d d calf d talc (lbs) (ft) psf/ft (ft) psf/ft (ft) (ft) (ft) 2.875 21.667 300.00 1 4.67 1 2025.29 6.00 4.67 4.67 1.000 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: j0-�'?U �, (/G A6 F-416 Job Address:: ae / Permit Number: 708 t ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes �No� When corrections have been made, call for re -inspection at 303-234-5933 Date: I / Ins ector: r p I ®O NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: )0Fo k . - Job Address: 3 Permit Number: 201209 t3 ❑ No one available for inspection• Time 1 �` � "� AM/PM Re -Inspection required: Yes 3r When corrections have been made, call for re -inspection at 303-234-5933 r J�j] Date: I� _ / Inspector: i7' DO NOT REMOVE THIS NOTICE A ✓_ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: TimeAM/PM Re -Inspection required: Yes (P When corrections have been made, call for re -inspection at 303-234-5933 Date: /h / Inspector: M*J_� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 10 , // Job Address: 32Q1T k. 11, it G r Permit -Number: ; / �O t ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 4W Inspector: — '14r 'DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i P -Z Job Address: Permit Number: '--Gl-7o e q3 /' ❑ No one available for inspection: Time )1 AM/PM Re -Inspection required: Yes l ) When corrections have been made, call for re -inspection at 303-234-5933 Date: 10 Inspector: DO NOT REMOVE THIS NOTICE I* � 4 i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ?0/202 ❑ No one available for inspection: Time 0L AM/PM Re -Inspection required: Yes; ' No When correctionshavebeen made, call for re -inspection at 303-234-5933 Date: VII lrJ l Y Inspector: Y117 DO NOT REMOVE THIS NOTICE F FERS''.N COUNTY COLORADO Public Health October 02, 2018 BLACK CANYON 139 OAK ACRES LN BOERNE TX 78006 RE: Retail Facility Plan Review CIRCLE K 3805 KIPLING ST Dear Black Canyon: Public Health Executive Director Dr. Mark Johnson 303.232.6301 1 jeffco. us pubIic_heaIth_info@jeffco. us The review process of the application and supporting documentation regarding the above facility has been completed. It has been determined that these plans are IN COMPLIANCE with the Colorado Retail Food Establishment Rules and Regulations with the following provisions: SPECIFIC ITEMS/CHANGES REQUIRED There are no specific items or changes required to note for this plan review. WATER/PLUMBING Based upon the submitted plans, the peak hour hot water production required for this facility is at least 51 gallons per minute. The specifications for the proposed water heater MEET this requirement. Installation of any additional fixtures may require a re -calculation of the hot water needs. *** ANY CHANGES MADE TO THE SUBMITTED FLOOR PLAN, MENU, EQUIPMENT *** SCHEDULE, FINISH SCHEDULE AND/OR DOOR SCHEDULE WILL VOID APPROVAL GENERAL APPROVAL CRITERIA Construction and operation of this facility is subject to all requirements set forth in the Colorado Retail Food Establishment Rules and Regulations. Please give attention to the following general requirements: • All freezer units shall be capable of holding food product 32°F or below. • All refrigeration units shall be capable of holding food product at 41°F or below. • All hot -holding units shall be capable of holding food product at 135°F or above. • All equipment shall be National Sanitation Foundation (NSF) approved or equivalent. No domestic or residential equipment is permitted. • Hot water shall be a minimum of 100°F at all handsinks and shall be a minimum of 110°F at all warewashing sinks. • Backflow prevention shall be provided for all submerged / enclosed inlets, hose connections, dish machine rinse lines, etc. Atmospheric vacuum breakers must be located a minimum of six (6) inches above the overflow rim, and installed after the last valve on the equipment, i.e. mop sinks, chemical towers. 645 Parfet Street, Lakewood, Colorado 80215 Adequate lighting, with proper shielding, shall be installed to provide at least 50 foot candles (330 lux) of light on all food preparation and handling areas, at least 20 foot candles (220 lux) of light in sales areas, utensil and equipment storage areas, and in lavatory and toilet areas and at least 10 foot candles (110 lux) of light throughout walk-in refrigeration units, dry food storage areas, and in all other areas. OTHER REQUIRED APPROVALS Approval of this proposal by this Department DOES NOT constitute approval by any other agency or department. Placement of exhaust hoods will be determined by local fire and/or building departments. Placement of grease traps will be governed by the local water/sanitation and/or building departments. PLAN AND SPECIFICATION CHANGES Please contact the Department regarding any significant change in the plans or specifications of this facility. Failure to do so may result in expensive corrections if the change does not comply with the Regulations and may delay construction. Kell 01;-111:1111I631110101101-1 J *9b 111010 1-1 Upon request, the Department is available for construction inspections of this facility. Please contact a member of the plan review team to schedule such an inspection. PRE -OPENING INSPECTION and LICENSING The Department must conduct a pre -opening inspection of this facility prior to commencing operation. This inspection will be to verify that the facility has been constructed as shown on the approved plans and that all equipment is installed and operational. Upon successful completion of the pre -opening inspection, payment of any outstanding plan review fees and payment of the appropriate licensing fee, the facility may be approved to open. PLANS If hard copy plans were submitted, please pick up the plans within 30 days of the issue date of this letter. Sincerely, Duane Dominguez Environmental Health Specialist (303)271-5745 FAX: (303) 271-5760 ddoming(). effco.us 645 Parfet Street, Lakewood, Colorado 80215 City of W heat midge COMMUNITY DEVELOPMENT 201-708 v3 y FOR OFFICE USE ONLY Approved by: Inspector Date City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification shall be signed and sealed by a CO Professional Engineer and submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: 10/18/18 PERMIT# 201708434 ADDRESS: 3805 Kipling Street, Wheat Ridge, CO 80033 LOT 1 , BLOCK n/a , EQUINOX SUBDIVISION FILING NO. 1 SUBDIVISION SURVEYOR: I hereby certify that the elevation and location of the recently formed/constructed structural foundation for the above property described above has been measured by me or directly under my supervision. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: 20.3' REAR: n/a SIDE: 16.8' SIDE: n/a Kipung Street W. 38th Avenue The MINIMUM ELEVATION has been determined to be: _5385.5 NW corner _ (NAVD88). All measurements have been determined on the following location: Check only one): Top of proposed foundation prior to placement of concrete X Top of €etm&tioff subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit Signed Professional Surveyor Print Frank A. Kohl, Colorado PLS #37067 Date l©-19''o7fflZS" I ENGINEER: I hereby certify that the foundation setbacks and elevations for all recently constructed building corners as stated herein have been found by me to be in compliance with all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. Signed Professional Engineer Print Date iNi%v .ci.,�N heatridge.co.us Rev 10118 3g05- S�` ?-6 / 7 a 9 113 V EXHIBIT N 89'26' 18"E 291.42' E N d lD N N N N SCALE: 1 "=50' w w w 0 H 00 0 TOP OF FOOTING ELEVATION = 5392.50 O o L z EXTEP,IOR OF FOOTINGS z 114 1 19 4 ct d - TOP OF FOOTING ---- ELEVATION = 5392.50 S89'26'18"W 273.45' -\=089'1 7'32" W. 38TH AVENUE R=18.00' L=28.05' ChB=S44'47'32"W ChL=25.30' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 101 2--14P, � e-;-f)-�c� //,,,c-. t, #"/ Job Address: 300!L Permit Number: ❑ No one available for inspection: Time D AM/PM Re -Inspection required: Yes ,N t When corns have been made, Calf{r re -inspection at 303-234-5933 Date: -,a7;9 �p� Inspector: 1/1 DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t` �:nc�? n s � iQ , `�PW Job Address:,0F` �nj4 Permit Number: P & m;''' ❑ No one available for inspection: Time.'-., '`-/ ' ! AM/PM Re -Inspection required: Yes No) When corrections have been made, call for re -inspection at 303-234-5933 Date:� f Inspector: ,� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE d Inspection Type: (?01 V f Q %U Job Address: 3405- Permit d0 -Permit Number: 2f2ZZQ1q ❑ No one available for inspe tion: Time , 'L AM/PM Re -Inspection required: Nes,/ No When corrections h ve been made, call for re -inspection at 303-234-5933 Date: /0// Inspector: G' l /—y DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line 4A(jk (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: +00+0 Job Address: I Permit Number: J01-7 Q�{C ❑ No one available for inspection: Time/AM / M Re -Inspection require Yes o_ When corrections have b , call for re -inspection at 303-234-5933 Date: (?'Z<' '(Y -Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial New Structure PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 sq ft; store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq ft total *** CONTACTS *** OWNER (720)489-6012 CIRCLE K STORES INC GC (830)331-7440 David T. Valsassina 180214 Black Canyon Construction Cc SUB (303)762-1270 Al Merrill 060017 Denver Commercial Plumbing SUB (303)722-5742 Albert Carlton 018647 Carlton Electric, Inc. SUB (720)328-3335 Brooke Colby 140292 Ducted Comfort *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,143,401.20 FEES Total Valuation 0.00 Plan Review Fee 4,584.09 Use Tax 24,011.43 Permit Fee 7,052.45 Engin. Review Fee 3,600.00 Plan Review Addtiona 120.00 ** TOTAL ** 39,367.97 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Commercial New Structure PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 sq ft; store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this p it. I further at st that I legally authorized to include all entities named within this document as parties to the work to be perto and that al to b p f-,irmed is disclosed in this document nd/or i 'accompanying approved plans and specifications. l Sign re of OW -AER or CONTRACTOR ircle one) ate 1. This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance regulation of this jurisdiction. Approval of work is subject to field inspection. FF own - Signature of Chief Building ,OOfficial Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City cif W heat CONld MMET Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Add to Permit # do ' 7 Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3805 Kipling St. Property Owner (please print): Circle K Stores Inc. Phone: (720) 758-6223 Property Owner Email: ppeppela@circlek.com Mailing Address: (if different than property address) Address: 5500 S. Quebec St. City, State, Zip: Greenwood Village, CO 80111 Submitting Company: Land Development Consultants Contact Person: Sofia Hernandez Contractor: Black Canyon Construction Contractors City License #: Phone: (480) 414-2420 Phone: (210) 748-4001 Contractor E-mail Address: reed@blackcanyonconstruction.com Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: Minor revisions to floor plan and coffee area (counter & equipment). Detailed revisions narrative is attached. Sq. FL/LF Amps Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 0.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTA PRINT NAME: 3616/ 4Y)4 Y)4 (A UTHORIZED REPRESENTA SIGNATURE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEP RTMENT COMMEN S: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required (OWNER) (CONTRACTOR) DATE: a q• I b - 48 OCCUPANCY CLASSIFICATION: _M CwlC/ f 14 Building Division Valuation: $ Gal"I'loway / Transmittal Planning Arc-hitec ure. trigineeri q Company: Wheat Ridge Planning Dept. Date: Address: 7500 W. 29th Avenue Project Wheat Ridge, CO 80033 q1 1 a0l 0 09/04/2018 Circle K (38th & Kipling) Attention: Zack Wallace From: Mike Cerbo Re: Circle K — Bldg Revisions - Project No.: Z-oc Permit Technical Ll We are sending you: Supplemental Submittal for Building Permit Approval Delivered by: Courier Transmitted: Summary of enclosed materials Quantity Sheet No. Description 2 M1.1 Mechanical Floor Plan 2 P1.1 Plumbing Floor Plan 2 E2.0 Electrical Floor Plan 2 E7.0 Panel Schedules 2 A Sheets Architectural Sheets — A1.0, A1.2, A1.3, A1.4, A1.5, A1.6, A1.8, A1.9, A3.1, A4.0, A6.0 Comments: Enclosed are revised plans associated with the Building Permit for the proposed Circle K at 38th and Kipling. Please feel free to contact me if you need additional copies or have any questions. Thanks, Mike Cerbo CC: Attention Transmittal Only Delivered by Sofia Hernandez — Land Development Consultants File Code ®Transmittal Only Transmittal.docx am Galloway & Company, Inc.. 303.770.8884. 6162 S. Willow Drive, Suite 320 9 Greenwood Village, CO 80111 0 www.GallowayUS.com A1.8 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A1.9 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A3.1 • Coffee service area elevation reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A4.0 • Coffee service area elevation reconfigured with new equipment hand/floor sink locations and cabinetry A6.0 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated • equipment room door 110 hardware set revised to Type 7 M1.1 • Moved thermostats to be on the wall after room was reconfigured P1.1 • Adjusted piping for reconfigured coffee bar area and sink relocation. • Added filtered water connections for new coffee equipment E2.0 0 Update electrical connections for equipment at reconfigured coffee bar area. Circle K: Wheat Ridge, CO — Change Narrative 9/5/18 A1.0 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A1.2 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A1.3 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A1.4 • Snack display area center endcaps removed • coffee service area reconfigured with new equipment hand/floor sink locations and cabinetry • eating counter reconfigured • pastry case relocated A1.5 • Schaerer Coffee grinder item 29 added to equipment list • Soft Serve Ice Cream item 34 model number added • Hot water dispenser item 39 revised • High Speed Combination Oven item 41 model revised • Thermoplan item 84 removed from sheet list A1.6 • Snack display area center endcaps removed • coffee service area soffit reconfigured to match new counter length • eating counter and ceiling area reconfigured • drop ceiling and overhead lighting revised in manager's office behind coffee counter City of Wheat Ridge � "`; Commercial Miscellan PERMIT - 201802514 PERMIT NO: 201802514 ISSUED: 09/17/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 09/17/2019 JOB DESCRIPTION: Temporary construction trailer *** CONTACTS *** OWNER (720)269-9537 CIRCLE K STORES INC GC (830)331-7440 David T. Valsassina 180214 Black Canyon Construction Cc *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,000.00 FEES Total Valuation 0.00 Plan Review Fee 81.28 Use Tax 105.00 Permit Fee 125.05 ** TOTAL ** 311.33 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. Contact zoning if address is needed for temp power (303-235-2846) I, by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by t legal owner of the property and ap authorized to obtain this permit and perform the work described and approved in conjunction with thi _p mit. I further attest t t I am 1 Bally authorized to include all entities named within this document as parties to the work to be p for ed and th 1 or a formed is disclosed in this docyment4nd/©or its' accompanying approved plans and specifications. 9/r ?/'O Signature of OWNER or CONTRACTOR (Circle one) I"Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting Ot a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicabl de or any ord npnce or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY City of G W heat l i '"d —C0MMUNn-yDrvLioPmENT.gc Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a1d.wheatridge.co.us FOR OFFICE USE ONLY Date: 9/4/1e �'en4sa3�C� 1e Plan/Permit # aol�n Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address 3805 Kipling St, Wheat Ridge Colorado 60033 Property Owner (please print): Patrick Pepplar Phone: 720-758-6175 Property Owner Email Circle K Stores INC Tenant (Commercial Projects Only) Circle K Property Owner Mailing Address: (if different than property address) Address: 5500 S. Quebec St., Suite 100 City, State, Zip: Greenwood Village, CC 80111 Arch itectlEng inee re Development land consultants Architect/Engineer E-mail: Sofia Hernandez —ofiavldcaz com> Contractor Name. Black Canyon Construction City of Wheat Ridge License #: .11243203 Phone: 480-414-2420 Phone. 210-748-4001 Contractor E-mail Address: Reed.bcanyon cm, For Plan Review Questions S Comments (please print): CONTACT NAME (please print): Sofia Hernandez Phone: 480-414-2420 CONTACT EMAIL(p/ease print): Sofia Hernandez < sofia aldcaz.com, Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Carlton Electric Plumbing: Denver Commercial Plumbing Mechanical: Ducted Comfort W.R. City License # 018647 W.R. City License # 060017 W.R. City License # 140292 Other City Licensed Sub: Other City Licensed Sub: City License # City License # 0 COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Sq. Ft./LF BTUs Gallons Amps Squares Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ �"Ood- OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity, on this application. I, the applicant for this building permit application. warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (�ONTRACTOR4 or (AUTHORIZED REPRESENTATIVE) of (ON?VER) (CONTRACTOR) �....__ _ Digitally signed by Reed Shaffer Signature (first and last name): Reed DN: cn=Reed Shaffer, o=131-11DATE: anyon, ou= rolec anager, email=Reed@blackcanyonconstr Chr Printed Name: Shafferocrlon.com.r=us Date: 2018.09.0409:52:31 -05'00' ZONING CO IMMM,ENTS: Reviewer: V Tit BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: Y 3 331 -7� OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: \ao� Building Division Valuation: rt oct 3SVHd -lVI11NI 1081NO3 NOIM:G LI« 10390100 .o..a OSW A6 VOWNO SAO AS -0 HXI 301 - 4 Palwd 09. 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Mf n.:5`LN3WW0� I - 110 o _ - ' U v D _ ■ 9tf5 ■ ■ � ao, SIAIC td agRl 1` 844 Aq a.7uegdwo:) buluoz ■ semi's., ■ ■ _- � ■_, I ■ ■ i'__��i , ■ I 7 I - zC --------- ' I ---- -- ----- -- <-, - ---_ 1 ----------------- i ■ _:-___________, i------------ _________-_ , I _ !■11119 y ,�/ II , I - ■ 1, 1 ■ 1'111 l IU■.ra,■■■■■■■■■uuA■■■ur*■�r■■■■■■ « 01 9 ■' ■ _ ■ 9tf5 ■ ■ � ao, ■ semi's., ■ ■ I +sig+ � ■_, I ■ ■ i'__��i ■ � 7 ■ 1,5,!�-- Ot .t 3TJ6 ■ ....■■■■■..■M■... ■ 1HOW M0139 33S 3NIIHOIVW « 01 9 ■' ■ _ ■ 9tf5 ■ ■ � ao, Z101 - --_ — 0 0 -- -- -=__=_ ds --------------- _ \\ -- ♦ --- 11+ / . s 31va •A9 MddV le.)gM do Aa!:) Jo;paMOlAaa MiTekm Re: 1460580 Circle K, 3805 Kipling St �3Dn o�v3 y MiTek U.S.A., Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Longmont, CO). Pages or sheets covered by this seal: R54603160 thru R54603178 My license renewal date for the state of Colorado is October 31, 2019. V(zi 05 P NFR;y ; c :Q PE -46766 m Hernandez, Marcos 0- H .a 1� PE -4676690 ►mvg NAI..�G� June 27,2018 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Cay d 010Qia� N�100 (zS BLACK CANYON 0 a Black Canyon Construction Company 139 Oak Acres Lane Boerne, Texas 78006 Phone: (830) 331-7440 Fax: 1 830 331 7443 Submittal #2.0 Project: 1202 - 1202 Circle K # 9870 Wheat ridge CO 3805 Kipling St., Wheat Ridge, CO. 80033 Boerne, Texas 78006 Wood Trusses - Shop Drawings SPEC SECTION: SUBMITTAL MANAGER: Jason Lindsay (Black Canyon Construction Company) STATUS: Open DATE CREATED: 08/9/2018 ISSUE DATE: REVISION: 0 RESPONSIBLE Builders First Source RECEIVED FROM: Joe Dickens CONTRACTOR: RECEIVED DATE: 08/9/2018 SUBMIT BY: 08/10/2018 FINAL DUE DATE: LOCATION: SUB JOB: COST CODE: APPROVERS: Jason Lindsay (Black Canyon Construction Company), Sofia Hernandez (Land Development Consultants) BALL IN COURT: Sofia Hernandez (Land Development Consultants) DISTRIBUTION: Reed Shaffer (Black Canyon Construction Company) , Patrick Peppelaar (Land Development Consultants) DESCRIPTION: ATTACHMENTS: SUBMITTAL WORKFLOW BY DATE Black Canyon Construction Company Page 1 of 1 ® REVIEWED 0 REJECTED El FURNISH AS CORRECTED ❑ REVISE AND RESUBMIT (� SUBMIT SPECIFIED ITEM THIS REVIEW M ONLY FOR GENERAL CONFORMANCE rH THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS, CORRECTIONS OF COMMENTS MADE ON THE SUBMtTTAL DURING THS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM C.,PUAN {TH THE REQUIREMENTS OF THE PLANS AND SPECIRCAT REVIE OF A SPECIFIC ITEM SHALL NOT INCLUDE REV F AN BLY OF WHICH THE REM ISA COMPONENT. T CONTR. 15 RE5P� NSIBLE FOR' DIMENSIONS TO BE CONFIRM£@ ORREal AT THE JOB SITE; INFORMATION THAT PE NS so ���iii TQ 7itE FABRICATION PROCESSES OR fN HE M " METHODS, TECHNIQUES, SEQUENCES�AC P AURES OF CONSTRUCTION; COORDIRATfO WITH THAT OF ALL OTHER TRADES AND PERF( RH t# A SAFE AND SATISFACTORY MANNER.. BY: R. Hudson DATE: 08/20/18 GALLOWAY 303-770-8884 SUBMITTER/ RETURNED NAME SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Layout 3805 Kipling St.pdf Joe Dickens Submitter 8/9/2018 8/10/2018 8/9/2018 Submitted Submitted via email. M12000- 1460580.pdf Please see the Trusses - Shoo attached file labeled Jason Lindsay Approver 8/9/2018 8/9/2018 Approved Drawings - with "Submitted For Submitted For Approval' in the title. Approval.pdf Let me know if there Pre any questions. Sofia Hernandez Approver Pending BY DATE Black Canyon Construction Company Page 1 of 1 ® REVIEWED 0 REJECTED El FURNISH AS CORRECTED ❑ REVISE AND RESUBMIT (� SUBMIT SPECIFIED ITEM THIS REVIEW M ONLY FOR GENERAL CONFORMANCE rH THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS, CORRECTIONS OF COMMENTS MADE ON THE SUBMtTTAL DURING THS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM C.,PUAN {TH THE REQUIREMENTS OF THE PLANS AND SPECIRCAT REVIE OF A SPECIFIC ITEM SHALL NOT INCLUDE REV F AN BLY OF WHICH THE REM ISA COMPONENT. T CONTR. 15 RE5P� NSIBLE FOR' DIMENSIONS TO BE CONFIRM£@ ORREal AT THE JOB SITE; INFORMATION THAT PE NS so ���iii TQ 7itE FABRICATION PROCESSES OR fN HE M " METHODS, TECHNIQUES, SEQUENCES�AC P AURES OF CONSTRUCTION; COORDIRATfO WITH THAT OF ALL OTHER TRADES AND PERF( RH t# A SAFE AND SATISFACTORY MANNER.. BY: R. Hudson DATE: 08/20/18 GALLOWAY 303-770-8884 1460580 I A01 I Monopitch U ZMU4 Run: 13.540 s i.ti4 Nov 1U ZU15 Print: 7.b40 s Nov 10 2015 MiTek Industries, Inc. Wed Jun 27 09:20:: 12-0-0 ID: xSd_YC1z3AFnMn3hAgvFOyoDzZ-u2MnpkIREKpfOXoJ3brAbxDvBj?hF 6-1-1 11-10-10 17-8-3 23-5-13 29-3-6 35-0-15 41-2-0 6-1-1 5-9-9 5-9-9 5-9-9 5-9-9 5-9-9 6-1-1 18 6x1: Wle = 1:76. 10x20 MT20HS= 5x8 = 10x20 MT20HS= 46 = 10x20 MT20HS= 6x8 = 8x12 = 12-0-0 12-0-0 7-0-11 13-9-13 20-7-0 (envelope) and C -C Exterior(2) 0-2-12 to 4-4-2, Interior(1) 4-4-2 to 40-11-4 zone; cantilever left and right exposed ; end vertical left and right 27-4-3 34-1-5 41-2-0 7-0-11 6-9-3 6-9-3 6-9-3 6-9-3 7-0-11 Plate Offsets (X Y)-- [1:0-6-10 Edgel [2:0-4-4,0-4-0], f9:0-4-0,0-2-81 [10:0-5-7 Edgej j11:Edge 0-5-41 [13:0-10-0 0-6-8j [15:0-10-0,0-6-121 LOADING TCLL 3 TCLL 30.0 SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.87 14-15 >559 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(TL) -1.75 14-15 >279 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.28 11 n/a n/a Continued on page 2 BCDL 10.0 Code IBC2012/TP12007 (Matrix -S) Weight: 274 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x8 DF 1950F 1.7E Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-17, 10-11 W1: 2x6 SPF 2100F 1.811, W2: 2x4 SPF 1650F 1.5E 10-0-0 oc bracing: 1-18, 10-19 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-18, 10-19, 2-17, 3-16, 8-12 2 Rows at 1/3 pts 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 17=2700/0-5-8 (min. 0-2-14), 11=2700/0-5-8 (min. 0-2-15) Max Horz 17=445(LC 9) Max Upliftl 7=-71 9(LC 9), 11=-836(LC 9) Max Grav 1 7=2700(LC 1), 11=2740(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-442/197, 1-20=-1017/830, 2-20=-1006/828, 2-3=-7316/2568, 3-4=-10782/3426, 4-5=-10774/3425, 5-6=-11260/3391, 6-7=-9446/2985, 7-8=-9438/2984, 8-9=-5605/2020, 9-21=-562/540, 10-21=-557/538, 10-11=-405/207 BOT CHORD 16-17=-2758/6835,15-16=-3649/10376, 14-15=-3890/11656, 13-14=-3534/11005, 12-13=-2697/8708,11-12=-1611/5009 WEBS 2-17=-6182/2067, 2-16=-545/1482, 3-16=-3384/1256,3-15=-311/832, 5-15=-989/476, 5-14=-373/247, 6-14=-214/474, 6-13=-1780/679, 8-13=-441/1326, 8-12=-3569/1246, 9-12=-608/1799. 9-11=-5292/1710 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-4-2, Interior(1) 4-4-2 to 40-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT -7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17 and 11. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. city of 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Hjhoot Ridge Continued on page 2 LOAD CASE(S) Standard builDivision ding 1460580 Monopitch Run: 13.540 s 7.64 Nov ID: xSd YC LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-11g(F=-66), 11-17=-13 1' iJob 3brAbxDvBj?h E6rW IJnIO CiiY O' Whecjt Ridge Building pNision 1460580 Monopitch Probuild, Longmont,CO 80504 12-0-0 7-6-11 7x8 -0 13.540 s 7.6 ID: xSd 29-4-3 sNov 1 Scale = 1:73. 6x8 11 20 6x8 — 4x4 = 7x8 WB = 4x4 = 4x4 = 6x8 = 4x6 = 4x6 = 2x6 II 12-0-0 12-0-0 8-5-116-6-10 24-8-2 32-9-11 41-2-0 44-2-0 8-5-1 8-1-9 8-1-9 8-1-9 8-4-5 3-0-0 Plate Offsets (X,Y)-- [1:0-3-13 Edge] LOADING(psf) TCLL 30.0 TCLL 3 SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.50 14-15 >981 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -1.00 14-15 >487 180 BCLL 0.0 * Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -S) Weight: 248 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 cc bracing: 1-18, 9-10 W1: 2x6 SPF 2100F 1.8E 10-0-0 cc bracing: 1-19, 9-20 OTHERS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-19, 9-20, 3-17, 8-11 2 Rows at 1/3 pts 2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=1560/0-5-8 (min. 0-2-0), 11=1918/0-5-8 (min. 0-2-7) Max Horz 18=446(LC 9) Max Upli tl8=-370(LC 8), 11=-425(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-387/168, 1-21=-776/742, 2-21=-773/742, 2-22=-4166/1502, 3-22=-4165/1503, 3-4=-5664/1588, 4-5=-5660/1588, 5-6=-5235/1451, 6-23=-3270/1146, 7-23=-3267/1146, 7-8=-3262/1146, 8-24=-670/532, 9-24=-671/536 BOT CHORD 17-18=-1811/3932, 16-17=-1956/5579, 15-16=-1956/5579, 14-15=-1736/5636, 13-14=-1174/4351, 12-13=-1174/4351, 11-12=-661/2009 WEBS 2-18=-3755/1258, 2-17=-235/624, 3-17=-1511/678, 5-14=-565/300, 6-14=-397/1011, 6-12=-1367/537,8-12=-511/1562,8-11=-2682/844,9-11=-480/244 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18 and 11. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 what R09® stilon9 J)iv.1 ion 1460580 Monopitch n: 13540 s 7.G4 N ID: xSd YC LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 22-23=-53, 10-18=-13 Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -22=-53, 23= -53 -to -9=-108(F=-55) City of Wheat Ridge Building Division 1460580 Probuild, Longmont,CO 80504 12-0-0 7-6-11 7-6-11 7x8 = Monopitch 13 1 I Job Run: 13.540 s 7.64 Nov 10 2015 Print 7.640 s I D:_xSd_YC 1 z3AFnMn3hAgvFO,. 13 22-1-0 29-4-3 VAMI Scale = 1:73. 6x10 11 PO 18 11— w — io it 11 10 6x10 = 4x4— 6x12 MT20HS= 4x4 = 4x6 = 6x12 MT20HS= 5x8 = 4x8 — 2x6 II 12-0-0 3) Provide adequate drainage to prevent water ponding. 12-0-0 8-5-1 16-6-10 24-8-2 5) Plates checked for a plus or minus 20 degree rotation about its center. 32-9-11 41-2-0 44-2-0 8-5-1 8-1-9 8-1-9 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 8-1-9 8-4-5 3-0-Q Plate Offsets (X,Y)-- [1:0-3-13, Edge], [118:0-5-0,0-4-01 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and LOADING(psf)SPACING- TCLL 30.0 1-4-0 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and CSI. does not consider lateral forces. DEFL. in floc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 be applied directly to the bottom chord. TC 0.53 lnl bd lo®ODYB BSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Vert(LL) -0.64 14-15 >759 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -1.30 14-15 >377 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -S) Weight: 247 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E Except: WEBS 2x4 SPF No.2 'Except` 6-0-0 oc bracing: 1-18, 9-10 W1: 2x6 SPF 210OF 1.811, W2: 2x4 SPF 1650F 1.5E 10-0-0 oc bracing: 1-19, 9-20 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-19, 9-20, 2-18, 3-17, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=1864/0-5-8 (min. 0-2-6), 11=2210/0-5-8 (min. 0-2-13) Max Horz 18=446(LC 11) Max Upliftl 8=-431 (LC 8), 11=-561(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-381/166, 1-21=-804/751, 2-21=-800/750, 2-22=-5273/1886, 22-23=-5272/1886, 23-24=-5267/1885, 3-24=-5261/1885, 3-4=-7360/2177, 4-25=-7356/2177, 5-25=-7351/2177, 5-26=-6901/2006, 26-27=-6893/2005, 6-27=-6891/2005, 6-28=-4217/1462, 7-28=-4211/1462, 7-29=-4211/1462, 8-29=-4207/1462, 8-30=-667/526, 9-30=-668/530 BOT CHORD 17-18=-2167/4960, 16-17=-2532/7239, 15-16=-2532/7239, 14-15=-2362[7441, 13-14=-1668/5772,12-13=-1668/5772,11-12=-812/2461 WEBS 2-18=-4807/1609, 2-17=-305/835, 3-17=-2102/875, 3-15=-108/251, 5-14=-764/369, 6-14=493/1288, 6-12=-1968/745, 8-12=-723/2174, 8-11=-3211/1027, 9-11=-473/242 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.l 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and does not consider lateral forces. city 01 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. Ridge 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Vihept 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. DivisionCS1 lnl bd lo®ODYB BSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). wilding 1460580 Monopitch ID: xSd LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 22-23=-53, 23-24=-115(F=-62), 24-25=-53, 25-26=-115(F=-62), 26-27=-53, 27-28=-115(F=-62), 28-29=-53,10-18=-1 3 Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -22=-53, 29= -53 -to -9=-108(F=-55) City of Wheat Ridge Building Division 2018 Page =E3c8z26V 1460580 12-0-0 7x8 = Monopitch 1 1 Job Reference Run: 13540 s 7.64 Nov 10 2015 Print 7.640 s Nov 10 201: ID: xSd YC1z3AFnMn3hAgvFOvoD7Z-fbml 22-1-0 7-6-11 7-3-3 7-3-3 17-3-3 17-3-3 Wed Jun 27 09:20:44 2018 2wdYl 8WkwhbZjAg 44 Scale = 1:73. 6x8 11 PO 18 1 1IJ 14 10 1Z 11 10 8x8 — 4x4 = 6x12 MT20HS= 4x4 = 4x4 = 7x8 WB= 5x6 = 4x6 = 2x6 II 12-0-0 3) Provide adequate drainage to prevent water ponding. 12-0-0 8-5-1 16-6-10 24-8-2 5) Plates checked for a plus or minus 20 degree rotation about its center. 32-9-11 41-2-0 44-2-0 8-5-1 8-1-9 8-1-9 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 8-1-9 8-4-5 3-0-0 Plate Offsets (X,Y)-- f 1:0-3-13 Edge) 8) One RT -7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and City of LOADING (psf) TCLL 30.0 I SPACING- 1-4-0 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and CSI. does not consider lateral forces. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Confimegbdge(21y to the bottom chord. TC 0.53 Vert(LL) -0.58 14-15 >850 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -1.16 14-15 >421 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S ( ) Weight: 248 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-18, 9-10 W1: 2x6 SPF 2100F 1.8E 10-0-0 oc bracing: 1-19, 9-20 OTHERS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-19, 9-20, 3-17, 8-11 2 Rows at 1/3 pts 2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=167810-5-8 (min. 0-2-2), 11=2162/0-5-8 (min. 0-2-12) Max Horz 18=446(LC 9) Max Upliftl8=-394(LC 8), 11=-537(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-392/169, 1-21=-793/748, 2-21=-7891747, 2-22=-4588/1649, 3-22=-4587/1649, 3 -4=-6459/1864,4-5=-6455/1864,5-23=-6262/1793,23-24=-6261/1793, 24-25=-625611793, 6-25=-6253/1793, 6-26=-3983/1384, 7-26=-3982/1384, 7-27=-3978/1384, 27-28=-3977/1384, 8-28=-3972/1383, 8-29=-665/520, 9-29=-666/526 BOT CHORD 17-18=-1943/4314, 16-17=-2203/6293, 15-16=-2203/6293, 14-15=-2096/6674, 13-14=-1524/5356, 12-13=-1524/5356, 11-12=-798/2417 WEBS 2-18=-4136/1385,2-17=-272/735, 3-17=-1822/782, 3-15=-134/302, 5-15=-311/294, 5-14=-583/307, 6-14=-404/1033, 6-12=-1738/666, 8-12=-641/1938, 8-11=-3152/1007, 9-11=-451 /234 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) One RT -7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and City of does not consider lateral forces. 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. wheat Ridge 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock Division Confimegbdge(21y to the bottom chord. Building 1460580 Monopitch Nrooma, Longmont,w sUOU4 Run: 13.540 s 7.64 Nov 10 2015 Print 7.640 s Nov 10 2015 MiTek IndL ID: _xSd_YC1 z3AFnMn3hAgvFOyoDzZ-7nPBipP475yN NOTES - 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 22-23=-53, 23-24=-120(F=-67), 24-25=-53, 25-26=-120(F=-67), 7-26=-53, 7-27=-120(F=-67),10-18=-13 Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -22=-53, 27= -120(F= -67) -to -28=-128(F=-75), 28= -61(F= -8) -to -9=-108(F=-55) City of Wheat Ridge Building Division 1460580 Probuild, Longmont= 80504 12-0-0 7-6-11 7-6-11 7x8 U s /.b4 Nov 1U ID: xSd YC1z 29-4-,' 7-3-3 Job Reference 7.640 s Nov 10 201: 7-3-3 Scale = 1:73. 6x8 11 20 18 11 io ID iy is i[ 11 10 6x8 — 4x4 = 6x12 MT20HS= 4x4 = 4x4 = 6x8 = 4x8 = 4x6 = 2x6 11 12-0-0 12-0-0 8-5-1 16-6-10 24-8-2 32-9-11 41-2-0 44-2-0 8-5-1 8-1-9 8-1-9 8-1-9 8-4-5 3-0-0 Plate Offsets (X Y)-- 11:0-3-13,Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.52 14-15 >938 240 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -1.05 14-15 >465 180 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.18 11 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix -S) Weight: 247 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-18, 9-10 W1: 2x6 SPF 2100F 1.8E 10-0-0 oc bracing: 1-19, 9-20 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-19, 9-20, 3-17, 8-11 2 Rows at 1/3 pts 2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=1593/0-5-8 (min. 0-2-0), 11=2042/0-5-8 (min. 0-2-9) Max Horz 18=446(LC 9) Max Upliftl8=-377(LC 8), 11=-479(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-389/168,1-21 =-781/744, 2-21=-778/743, 2-22=-4281/1542, 3-22=-4281/1543, 3-4=-5882/1663, 4-5=-5878/1664, 5-6=-5547/1555, 6-7=-3585/1252, 7-23=-3580/1251, 23-24=-3580/1251, 8-24=-3573/1250, 8-25=-664/519, 9-25=-665/524 BOT CHORD 17-18=-1847/4036, 16-17=-2025/5780,15-16=-2025/5780, 14-15=-1829/5906, 13-14=-1308/4736, 12-13=-1308/4736, 11-12=-742/2250 WEBS 2-18=-3858/1293, 2-17=-246/656, 3-17=-1602/708, 5-14=-504/279, 6-14=-367/927, 6-12=-1458/568, 8-12=-542/1651, 8-11=-2951/937, 9-11=-439/230 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18 and 11. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock City of be applied directly to the bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Wheat Ridge Continued on page 2 Building Division 1460580 Monopitch LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 7-22=-53, 7-23=-160(F=-107), 10-18=-13 Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -22=-53, 23= -160(F= -107) -to -24=-167(F=-113), 24= -60(F= -6) -to -9=-1 08(F=-55) City of WtIeat Ridge Building Division 11460580 J4x6 = 05 12-0-0 Monopitch Girder 1 Job Run: 13.540 s 7.64 Nov 10 2015 Print 7.640 s ID: _xSd_YC1z3AFnMn3hAgvFOy( 18-11-10 21-1-4 , 24-2-12 25-2-6 31-5-1 11 6-2-11 '2-1-10 ' 3-1-8 0211-10 6-2-11 Inc. Scale = 1:73.: 5x6 = 24 4x6 — 6x12 MT20HS = 4x6 = 5x8 = 12-0-0 7-0-13 1 13-10-1 1 20-7-6 21,11,424-2-12 , 27-4-11 34-1- TCADING(ps LL 00 SPACING- 1-4-0 CSI. DEFL. in (lac) I/deft L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.47 18-20 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.93 18-20 >526 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.16 13 n/a n/a Rnnl inn Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD BOT CHORD 2x6 SPF 2100F 1.8E 12-0-0 WEBS 2x4 SPF No.2 *Except* 44-2-0 W1: 2x6 SPF 210OF 1.8E 300 BOTCHORD GRIP WEBS REACTIONS. (Ib/size) 22=2324/0-5-8 (min. 0-1-8),13=2926/0-5-8 (min. 0-1-14) 197/144 Max Horz22=446(LC 5) 148/108 Max Uplift22=-590(LC 4), 13=-735(LC 5) FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-353/101, 1-2=-776/501, 2-25=-6039/1880, 3-25=-6036/1881, 3-4=-9815/2790, 4-5=-9811/2790, 5-6=-11958/3369, 6-7=-1 1375/3213, 7-8=-9593/2731, 8-9=-9590/2732, 9-26=-5270/1634, 26-27=-5266/1633, 27-28=-5264/1633, 10-28=-5262/1632, 10-11=-545/439 BOT CHORD 21-22=-1644/5688, 20-21=-2519/9366, 19-20=-3092/11534, 18-19=-3092/11534, 17-18=-3201/11953,16-17=-3045/11372,15-16=-1980/7275, 14-15=-1980/7275, 13-14=-850/2742 WEBS 2-22=-5716/1496, 2-21=-407/1422, 3-21=-3595/1086, 3-20=-309/1035, 5-20=-1909/675, 5-18=-284/676, 7-16=-2290/621, 9-16=-699/2783, 9-14=-2823/730, 10-14=-785/3245, 10-13=-3883/1022,11-13=-359/152, 6-18=-159/488, 7-17=-340/1160, 6-17=-741/246 Structural wood sheathing directly applied or 5-11-15 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 1-22, 11-12 10-0-0 oc bracing: 1-23, 11-24 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-23,11-24 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 20 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit City of between the bottom chord and any other members. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 13. This connection is for uplift only and does not consider lateral forces. Wheat Ridge 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Building Division 3 12 5x6 = 2x4 II 12-0-0 41-2-0 44-2-0 701 300 PLATES GRIP 20 197/144 MT20HS 148/108 Weight: 507 Ib FT = 20% Structural wood sheathing directly applied or 5-11-15 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 1-22, 11-12 10-0-0 oc bracing: 1-23, 11-24 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-23,11-24 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 20 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit City of between the bottom chord and any other members. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 13. This connection is for uplift only and does not consider lateral forces. Wheat Ridge 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Building Division 1460580 Monopitch Girder 1 2 Run: 13.540 s 7.64 Nov 10 2015 Print 7 ID:_xSd_YC1z3AFnMn3hAq% NOTES - 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 21-1-4 from the left end to connect truss(es) AG1 (1 ply 2x6 SPF) to back face of bottom chord. 15) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 24-2-12 from the left end to connect truss(es) AG2 (1 ply 2x6 SPF) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 25-26=-53, 26-27=-160(F=-107), 12-22=-13 Concentrated Loads (lb) Vert: 18=-896(B) 17=-716(B) Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -25=-53, 27= -160(F= -107) -to -28=-167(F=-113), 28= -60(F= -6) -to -1 1 =-1 08(F=-55) Gly of wheot Ridge Building Divisioq 1460580 I Jack -Closed 12 1 I Job 12-0-0 7-1-5 7-1-5 12 6x10 = .b4U s /.ti4 Noy ID: xSd YC1 21-0-8 Scale = 1 49 4x6 = 4x6 = 3x4 = 4x6 = 12-0-0 12-0-0 10-6-4 21-0-8 10-6-4 10-6-4 LOADING(psf) TCLL 30.0 TCLL 3 SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.07 9 >999 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.15 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.39 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -S) Weight: 118 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 21OOF 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-11 W1: 2x6 SPF 210OF 1.8E 10-0-0 oc bracing: 1-12 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-12, 2-11, 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=871/0-5-8 (min. 0-1-8),8=730/Mechanical Max Horz 11=300(LC 9) Max Upliftl 1=-246(LC 8), 8=-192(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-339/158, 1-13=-739/776, 2-13=-737!775, 2-14=-1643/782, 3-14=-1639/782, 3-4=-1637/782 BOT CHORD 10-11=-1038/1648,9-10=-1038/1648,8-9=-670/1447 WEBS 2-11=-1505/667,2-9=-157/259,4-9=-182/369,4-8=-1444/663 NOTES - 1) Wind: ASCE 7-10; Vu It= 115mph (3 -second gust) Vasd=91 mph; TCDL=3.0psf; BCD L=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 21-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b) 8=192. 9) One RT -7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and' ' gypsum sheetrock be applied directly to the bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 5-14=-53, 5-6=-53, 7-11=-13 Continued on page 2 City of Wheat Ricf9e Builcfing Division 1460580 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -14=-53 13.540 s 7.64 Nov 10 2015 Print 7.640 s Nov 10 2015 MiTek Industries, Inc. I D:_xSd_YC 1 z3AF nM n3hAgvFOyoDzZ-U I C41XTDxeaf5hs? uXSE City of Wheat Ridge Building Division 1460580 Run: 13.540 s 7.64 Nov 10 2015 Print 7.640 s Nov 10 2015 MiTek Industri 12-0-0 ID: xSd_YC1z3AFnMn3hAgvFOyoDz7-JIXTOxeaf5hs' 6-8-11 13-1-13 19- 6-8-11 6-5-3 6-8-11 4x4 = 3x4 4x6 = 3x4 = 2x4 II 12-0-0 12-0-0 8-5-10 16-7-12 16-1 -8 19-10-8 8-5-10 8-2-2 0- -12 3-0-0 Plate Offsets (X,Y)-- [5:0-4-0.0-2-4] Scale = 1:51 LOADING(psf) TCLL 30.0 SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.02 9 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0x Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -S) Weight: 115 Ib FT = 20% LUMBER - TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 "Except` W7: 2x6 SPF 2100F 1.8E REACTIONS. (Ib/size) 10=542/Mechanical, 7=1054/0-5-8 (min. 0-1-8) Max Horz 10=-37(LC 10) Max Upliftl 0=-1 09(LC 8), 7=-211(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-816/189, 3-13=-813/189, 3-4=-809/189, 4-14=-151/260, 5-14=-151/267 BOT CHORD 9-10=-229/834,8-9=-143/586,7-8=-143/586 WEBS 2-10=-848/224, 4-9=-61/270, 4-7=-1092/376, 5-7=-369/210 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=9l mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 19-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=109. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-13=-53, 6-10=-13 Trapezoidal Loads (plf) Vert: 13= -53 -to -5=-108(F=-55) CAW at wheat R1d9® g�ltden9 O�`t,510 0 1460580 Monopitch Girder 1 2 IJob Reference 6-1-1 5x10 = 3-5-1 s7 5-9-9 Scale = 1:68 3x6 = 24 2x8 II 4x10 = 4x8 = 4x8 = 12-0-0 4x6 = 6x12 MT20HS= 6-1-1 11-10-10 17-8-3 21-1-4 23-5-132 -2- 2 29-3-6 35-0-15 41-2-0 6-1-1 5-9-9 5-9-9 3-5-1 2-4-9 0-8-15 5-0-10 5-9-9 6-1-1 Plate Offsets (X,Y)-- [2:0-3-8,0-2-01, [19:0-3-8,0-2-01 [21:0-3-8,0-2-0 1 46 = 12-0-0 G(ps TCLL 3 TCLL 30.0 SPACING- 1-4-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.51 17 >964 240 MT20 197/144 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.99 17-18 >494 180 MT20HS 148/108 BCLL 0.0TCDL * Rep Stress Incr NO WB 0.78 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 485 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W1: 2x6 SPF 2100F 1.8E BOT CHORD WEBS REACTIONS. (Ib/size) 22=2345/0-5-8 (min. 0-1-8),12=2505/0-5-8 (min. 0-1-9) Max Horz22=447(LC 5) Max Uplift22=-596(LC 4), 12=-607(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2245/599, 1-2=-5444/1736, 2-25=-9073/2596, 3-25=-9070/2596, 3-4=-1 1342/3175, 4-5=-1 1338/3176, 5-6=-12141/3402, 6-7=-11458/3208, 7-8=-8545/2438, 8-9=-4656/1469, 9-26=-4654/1469, 10-26=-4653/1469, 10-11=-509/338, 11-12=-293/129 BOT CHORD 21-22=-749/913,20-21 =-1573/5436,19-20=-1573/5436,18-19=-2431/9068, 17-18=-3008/11337, 1 6-1 7=-3232/1 21 36, 15-16=-3037111454, 14-15=-3037/11454, 13-14=-2266/8541,12-13=-1295/4653 WEBS 1-21=-1424/5469,2-21 =-1792/478, 2-19=-1149/3878,3-19=-1263/412,3-18=-803/2439, 5-18=-838/304, 5-17=-472/1000, 7-14=-3262/864, 8-14=-391/1566, 8-13=-4276/1067, 10-13=-412/1821, 10-12=-4993/1254, 6-17=-169/426, 7-16=-371/1322, 6-16=-871/290 Structural wood sheathing directly applied or 5-11-2 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 1-22, 11-12 10-0-0 oc bracing: 1-23,11-24 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row atmidpt 1-23,11-24 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 20 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 12. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 City Of Wheat Ridge Building Division 1460580 co Monopitch Girder 13.540 s 7.64 n ID: xSd YC1 2 I Job NOTES - 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 21-1-4 from the left end to connect truss(es) AG1 (1 ply 2x6 SPF) to front face of bottom chord. 15) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 24-2-12 from the left end to connect truss(es) AG2 (1 ply 2x6 SPF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 25-26=-53, 12-22=-13 Concentrated Loads (lb) Vert: 17=-952(F) 16=-757(F) Trapezoidal Loads (plf) Vert: 1= -108(F= -55) -to -25=-53, 26= -53 -to -1 1 =-1 08(F=-55) 1460580 J AG1 I Flat Girder Run: 13.540 s 7.64 Nov 10 2015 Print: 7.640 s Nov 10 2015 12-0-0 I D:_xSd_YC 1 z3AFnMn3hAgvF�y4�Z-I uZL?aY 3-8-14 3-8-14 1 3x4 = 1-3-4 1-4-0 1 1 10 LOADING(psf) TCLL 3 TCLL 30.0 T1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 W1W1 Vert(LL) -0.03 3-4 >999 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.44 2 3-4 >724 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 n/a n/a C_ � B1 � (Matrix -M) 2x4121-0-0 4x4 = 12-0-0 Scale = 1:17. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4=271, 3=286. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP JUS26 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 1-4-0 oc max. starting at 1-3-4 from the left end to 2-7-4 to connect truss(es) A06 (1 ply 2x6 SPF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-107, 3-4=-27 Concentrated Loads (lb) Vert: 5=-712(B) 6=-712(B) City of Wheat Ridge Building Division 1-3-4 1-4-0 1 1 10 LOADING(psf) TCLL 3 TCLL 30.0 SPACING- 2-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.03 3-4 >999 240 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.06 3-4 >724 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins, except end verticals BOT CHORD 2x6 SPF 2100F 1.8E (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=914/Mechanical, 3=970/Mechanical Max Horz4=-104(LC 4) Max Uplift4=-271(LC 4), 3=-286(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4=271, 3=286. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP JUS26 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 1-4-0 oc max. starting at 1-3-4 from the left end to 2-7-4 to connect truss(es) A06 (1 ply 2x6 SPF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-107, 3-4=-27 Concentrated Loads (lb) Vert: 5=-712(B) 6=-712(B) City of Wheat Ridge Building Division 1460580 Flat Girder 12-0-0 1 3X4 = CSI. DEFL. in T1 plate Grip DOL 1.15 (Roof Snow=30.0) TC 0.38 W1 2 Ll W1 BC 0.33 Vert(TL) -0.04 3-4 >964 180 B1 WB 0.02 Horz(TL) -0.00 4x4 2xg 21.6.0 12-0-0 1-3 4 2-7-4 3-8-14 1-3 4 1-4-0 1-1-10 Scale = 1:17, LOADING(psf) TCLL 30.0 SPACING- 2-8-0 TCLL 3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP plate Grip DOL 1.15 (Roof Snow=30.0) TC 0.38 Vert(LL) -0.02 3-4 >999 240 MT20 197/144 Lumber DOL 1.15 TCDL 10.0 BC 0.33 Vert(TL) -0.04 3-4 >964 180 Rep Stress Incr NO BCLL 0.0 * WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins, except end verticals BOT CHORD 2x6 SPF 2100F 1.8E (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=734/Mechanical, 3=775/Mechanical Max Horz4=106(LC 5) Max Uplift4=-193(LC 4), 3=-202(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 20 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 4=193, 3=202. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP JUS26 (With 1 Od nails into Girder & 10d nails into Truss) or equivalent spaced at 1-4-0 oc max. starting at 1-3-4 from the left end to 2-7-4 to connect truss(es) A07 (1 ply 2x6 SPF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-107, 3-4=-27 Concentrated Loads (lb) Vert: 5=-525(F) 6=-525(F) City of Wtieot Ridge Building Division 1460580 1 Monopitch 17 Probuild, Longmont,C0 80504 Run: 13.540 s 7.64 Nov 12-0-0 ID:_xSd_YC 1 z3. 5-8-14 11-2 4 16-7-10 22-1-0 27-64 5-8-14 5-5-6 5-5-6 5-5-6 5-5-6 802 1Lo16C188o gBViLZnYz26W 5-8-14 Scale = 1:73, 5x12 = 22 802 — 5x8 = 10x20 MT20HS= 4x6 = 5x12 5x10 = 6x6 = 3x6 11 8x8 WB= 12-0-0 12-0-0 7-0-1313-10-1 20-7-6 27-6-6 34-1-15 41-2-0 44-2-0 7-0-13 6-9-5 6-9-5 6-11-0 6-7-9 3-0-0 Plate Offsets (X,Y)-- [1:0-5-1 Edgel,f2:0-4-0,0-4-01,[10:0-5-12,Edge]r11:0-5-4 0-3-81 [13:0-1-12,0-4-0], f14.0-3-8 0-2-0j [16:0-2-12 0-2-01 f1870-1 0-0 0-6-8j [20 0-6-0 0-5-41 TOADING(ps CLL 00 SPACING- 2-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.87 17-18 >557 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -1.75 17-18 >279 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.25 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 326 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD BOT CHORD 2x8 DF 1950F 1.7E WEBS 2x4 SPF No.2 *Except* W1: 2x10 DF 1950F 1.7E, W2: 2x4 SPF 1650F 1.5E OTHERS 2x4 SPF No.2 BOT CHORD WEBS REACTIONS. (Ib/size) 20=3081/0-5-8 (min. 0-3-5), 13=3682/0-5-8 (min. 0-3-15) Max Horz20=889(LC 9) Max Uplift20=-732(LC 8), 13=-805(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-590/215, 1-23=-1596/1557, 2-23=-1587/1555, 2-24=-7251/2813, 3-24=-7245/2814, 3-4=-10827/3242, 4-5=-10820/3242, 5-6=-1 1415/3068, 6-7=-9584/2836, 7-8=-9583/2841, 8-9=-9577/2842, 9-10=-5660/2128, 10-25=-1333/1030, 11-25=-1335/1039 BOT CHORD 19-20=-3351/6319, 18-19=-3854/9903, 17-18=-3879/11483, 16-17=-3444/11277, 15-16=-1774/6542, 14-15=-1774/6542, 13-14=-931/2373, 12-13=-522/538 WEBS 2-20=-6273/2217, 2-19=-614/1723, 3-19=-3016/1205, 3-18=-501/1191, 5-18=-862/530, 5-17=-238/389, 6-17=-191/359, 6-16=-1863/870, 7-16=-556/209, 9-16=-1247/3375, 9 -14=-2184/807,10-14=-1259/3911,10-13=-3992/1314,11-13=-538/311 2-0-0 oc purlins (2-4-13 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 1-20, 11-12 10-0-0 oc bracing: 1-21, 11-22 Rigid ceiling directly applied or 5-6-12 oc bracing. 1 Row at midpt 1-21, 11-22, 2-20, 3-19, 6-16, 10-13 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 13. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 City at what Ridge geitdin9 pivisian 1460580 Monopitch Run: 13.540 s 7.64 Nov ID: xSd YC1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 9-24=-107, 12-20=-27 Trapezoidal Loads (plf) Vert: 1= -213(F= -107) -to -24=-107, 9= -105(F=2) -to -11=-214(F=-107) CitY at what Ridge 1164100(3p�v+S`On 1460580 Probuild, Longmont,CO 80504 12-0-0 5-8-14 11-2-4 5-8-14 5-5-6 12x14 = Monopitch 5-5-6 22-1-0 YC 32-1 Inc. Wed Jun 27 0921:04 2018 Page chiTLkkrNd21 gaeBgaDNsz26� 58148 4 Scale = 1:73 5x12 = 99 12x14 — 6x8 = 10x20 MT20HS= 46 = 6x10 — 5x8 = 6x6 — 3x6 10x10 WB - 12 -0-0 12-0-0 7-0-1313-10-1 20-7-6 27-6-6 34-1 -1 5 41-2-0 44-2-0 7-0-13 6-9-5 6-11-0 6-7-9 7-0-1 3-0-0 Plate Offsets (X,Y)-- [9:0-3-0,0-2-01, [10:0-6-8,0-2-01, [11:0-5-4,0-3-81, [13:0-1-8,0-4-01, [14:0-2-0,0-2-01, [1670-1-12,0-2-81, [18:0 -lb -0,0-7-01 LOADING (psf) TCLL 30.0 SPACING- 2-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Snow= Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.95 17-18 >512 240 MT20 197/144 TCDL3100. 0) Lumber DOL 1.15 BC 0.91 Vert(TL) -1.90 17-18 >256 180 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.28 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 326 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD 2-0-0 oc purlins (2-1-15 max.), except end verticals BOT CHORD 2x8 DF 1950F 1.7E (Switched from sheeted: Spacing > 2-0-0). Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-20, 11-12 W1: 2x10 DF 1950F 1.7E, W2,W13: 2x4 SPF 1650F 1.5E 10-0-0 oc bracing: 1-21, 11-22 OTHERS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 1 Row at midpt 1-21, 11-22, 2-20, 3-19, 6-16,10-13 REACTIONS. (lb/size) 20=3421/0-5-8 (min. 0-3-10), 13=3767/0-5-8 (min. 0-4-0) Max Horz20=889(LC 9) Max Upl ft20=-799(LC 8), 13=-831(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-551/202, 1-23=-1630/1569, 23-24=-1630/1569, 2-24=-1622/1568, 2-25=-8311/3181, 25-26=-8303/3181, 3-26=-8301/3180, 3-4=-1 2061/3670, 4-5=-12054/3670, 5-6=-12282/3340, 6-7=-10141/3022, 7-8=-10140/3027, 8-9=-10134/3028, 9-10=-5959/2227, 10-27=-1323/1009, 27-28=-1325/1017, 11-28=-1325!1017 BOT CHORD 19-20=-3682/7271, 18-19=-4345/11318,17-18=-4242/12529, 16-17=-3723/12081, 15-16=-1889/6888, 14-15=-1889/6888, 13-14=-976/2505, 12-13=-520/537 WEBS 2-20=-7256/2546, 2-19=-679/1917, 3-19=-3423/1341, 3-18=-422/954, 5-18=-619/449, 5-17=-501/460, 6-17=-234/496, 6-16=-2134/964, 7-16=-552/207, 9-16=-1328/3609, 9-14=-2298/846, 10-14=-1329/4111, 10-13=-4147/1367, 11-13=-504/298 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 13. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 0114 of neat 8.49.0 gXitld;ng IDW5100 1460580 80504 Monopitch Nov LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-23=-107,3-26=-229(F=-122),3-9=-107, 11-28=-107,12-20=-27 Trapezoidal Loads (plf) Vert: 23= -216(F= -109) -to -25=-114(F=-8), 25= -236(F= -130) -to -26=-229(F=-122), 9=-1 05(F=2) -to -28=-216(F=-1 09) city of Wheat Ridge BWOng Division 1460580 1 I MONOPITCH 12-0-0 5-8-14 5-5-6 5x8 = s 7.64 Nov 10 2015 _xSd YC1z3AFr 27-6-6 2 Job Reference t: 7.640 s Nov 10 201! 5-5-6 Wed Jun Scale = 1:73 6x6 = 22 8x8 — 4x6 = 10x20 MT20HS= 4x4 = 6x10 — 5x8 = 4x4 = 2x6 11 5x8 = 12-0-0 7-0-13 13-10-1 20-7-6 27-6-6 TOP CHORD 34-1-15 7-0-13 6-9-5 6-9-5 6-11-0 6-7-9 BOT CHORD WEBS REACTIONS. (Ib/size) 20=3717/0-5-8 (min. 0-2-6),13=3985/0-5-8 (min. 0-2-8) Max Horz 20=892(LC 11) Max Uplift20=-860(LC 8), 13=-911(LC 9) TOADING(ps 0CLL 0 SPACING- 2-8-0 CSI. DEFL. in floc) I/defl L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.57 17-18 >858 240 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -1.14 17-18 >428 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.19 13 n/a n/a BCDL 10,0 Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* W1: 2x6 SPF 2100F 1.8E BOT CHORD WEBS REACTIONS. (Ib/size) 20=3717/0-5-8 (min. 0-2-6),13=3985/0-5-8 (min. 0-2-8) Max Horz 20=892(LC 11) Max Uplift20=-860(LC 8), 13=-911(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-20=-562/271, 1-23=-1494/1432, 23-24=-1493/1432,2-24=-1485/1430,2-25=-9243/3494, 25-26=-9236/3494, 3-26=-9234/3493, 3-27=-13520/4176, 4-27=-13512/4175, 4-5=-13511/4175, 5-28=-13574/3754,6-28=-13564/3754, 6-7=-10921/3291, 7-8=-10922/3296, 8-9=-10916/3296, 9-10=-6290/2336, 10-29=-1312/1008, 29-30=-1314/1016, 11-30=-1314/1017 BOT CHORD 19-20=-3947/8027, 18-19=-4782/12618, 17-18=-4821/14171, 16-17=-4140/13246, 15-16=-2013/7283, 14-15=-201317283,13-14=-1014/2590, 12-13=-435/435 WEBS 2-20=-8192/2705, 2-19=-835/2303, 3-19=-3868/1517, 3-18=-487/1173, 5-18=-871/526, 5-17=-1026/604, 6-17=-324/811, 6-16=-2566/1120, 7-16=-568/211, 9-16=-1474/4061, 9-14=-2512/939, 10-14=-1473/4437,10-13=-4442/1388, 11-13=-601/392 12-0-0 44-2-0 PLATES GRIP MT20 197/144 MT20HS 148/108 Weight: 503 Ib FT = 20% 2-0-0 oc purlins (5-5-8 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 1-20, 11-12 10-0-0 oc bracing: 1-21, 11-22 Rigid ceiling directly applied or 9-9-13 oc bracing. 1 Row at m idpt 1-21, 11-22, 2-20 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 20 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 13. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CaA& i&RIAff8ryepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C7jy Of h7heQf'��a ev77�7� 9@ 9 oi% 1460580 13.540 s 7.64 Nov 10 2015 Print: 7.640 s I D:_xSd_YC1 z3AFnMn3hAgvF( LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-23=-107, 3-26=-229(F=-122), 3-27=-107, 27-28=-197(F=-90), 9-28=-107, 11-30=-107, 12-20=-27 Trapezoidal Loads (plf) Vert: 23= -216(F= -109) -to -25=-114(F=-8), 25= -236(F= -130) -to -26=-229(F=-122), 9= -105(F=2) -to -30=-216(F=-109) �dY of �1hQOx Rage ® .Ovrm IDN" g �� 1460580 20 cc N 19 N Monopitch 2018 12-0-0 iu._nou_ly icomriuvuian�yvruyouzL-uurVKilt$I IzzTCPTVUXVKu�3 hCG 14UN Lyt1_ 7-9-5 15-3-3 22-9-0 30-2-13 37-8-11 4j 6' 0 7-9-5 7-5-13 7-5-13 7-5-13 7-5-13 7-9-5 6x10 = Scale = 1:75 6x8 11 21 6x10 — 44 = 6x12 MT20HS= 48 = 6x6 = 5x8 = 46 = 3x4 II 4x4 = Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. 12-0-0 12-0-0 8-5-116-6-10 24-8-2 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 32-9-11 41-2-0 45-6-0 8-5-1 8-1-9 8-1-9 8-1-9 Plate Offsets (X,Y)-- [19:0-5 0,0-3-121 (envelope) and C -C Exterior(2) 0-2-12 to 4-9-6, Interior(1) 4-9-6 to 45-3-4 zone; cantilever left and right exposed ; end vertical left and right LOADING (psf) TCLL 30.0 SPACING- 2-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Vert(LL) -0.59 15-16 >835 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -1.18 15-16 >415 180 MT20HS 148/108 BCLL 0.0 * Rep Stress Incr NO WB 0.79 Horz(TL) 0.19 12 n/a n/a guitdin9 BCDL 10.0 Code IBC2012/TP12007Matrix-M ( ) o Weight: 507 Ib FT = 20/o LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD 2-0-0 cc purlins (5-3-13 max.), except end verticals BOT CHORD 2x6 SPF 2100F 1.8E (Switched from sheeted: Spacing > 2-0-0). Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 cc bracing: 1-19 W1: 2x6 SPF 2100F 1.8E, W2: 2x4 SPF 1650F 1.5E 10-0-0 cc bracing: 1-20, 10-11, 10-21 BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. WEBS 1Row atmidpt 1-20,10-21,2-19 REACTIONS. (lb/size) 19=3616!0-5-8 (min. 0-2-5), 12=425110-5-8 (min. 0-2-11) Max Horz 19=891 (LC 9) Max Uplift19=-839(LC 8), 12=-1002(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-765/309, 1-22=-1600/1512, 22-23=-1593/1510, 2-23=-1591/1510, 2-24=-10096/3586, 3-24=-10092/3586, 3-25=-10084/3586, 4-25=-10081/3587, 4-26=-13368/3847, 5-26=-13354/3847, 5-6=-11628/3246, 6-7=-11616/3247, 7-27=-6767/2303, 8-27=-6751/2303, 8-28=-1576/1307, 9-28=-1576/1308, 9-10=-1578/1316 BOT CHORD 18-19=-4193/9711, 17-18=-4616/13412, 16-17=-4616/13412, 15-16=-3817/12523, 14-15=-2263/8705,13-14=-2263/8705,12-13=-995/2911, 11-12=-426!420 WEBS 2-19=-9520/3236, 2-18=-477/1328, 4-18=-3521/1513,4-16=-296/318, 5-16=-699/1300, 5-15=-1489/708, 7-15=-1245/3231, 7-13=-2806/1082,8-13=-1461/4439,8-12=-5012/1633, 10-12=-1212/686 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-9-6, Interior(1) 4-9-6 to 45-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 20 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit of between the bottom chord and any other members. City 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 12=1002. 11) TwoRTt recommended to connect truss to bearing walls due to UPLIFT at jt(s) 19. This connection is for uplift only anddoes Pcolateral Ridye consider forces, Wheat d8kTA449wPo§jV Igned in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. flivision guitdin9 1460580 rw�, w IYI1IUIIL,w o— Run: 13.540 s 7.64 Nov 102015 Print 7.640 s No NOTES - ID: — xSd — YC1z3AFnMn3hAgvFOyoC 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-24=-260(F=-153), 24-25=-107, 25-26=-197(F=-90), 26-27=-107, 11-19=-27 Trapezoidal Loads (plf) Vert: 1= -216(F= -109) -to -23=-128(F=-21), 23= -281(F= -174) -to -2=-263(F=-156), 27= -107 -to -10=-216(F=-109) City of Wheat Ridge Building Division 1460580 Probuild, Longmont,CO 80504 12-0.0 5-11-14 r 5-11.14 6x16 MT20HS = 1 21 Monopitch 40 s 7.64 Nov _xSd_YC1z Scale = 1:79. 5x12 = 99 8x12 — 5x8 = 10x20 MT20HS = 4x6 = 5x6 = 10x20 MT20HS — 7x8 3x6 II 10x20 MT20HS = B.tt1.072 12-0-0 L}8� 7-8-3 14-5-9 21-3-0 28-0-7 34-5-12 41 10-0 46-2-0 6-9-7 6-9-7 6-9-7 7�4 4-4-0 V 0-2-12 Plate Offsets (X Y)-- (2:0-5-4 Edgel [11:0-5-8,0-3-41, [13:0-3-4,0-4-8], [18:0-10-0,0-6-12], [20:0-6-0,0-5-41 LOADING TCLL 3 TCLL 30.0 SPACING- 2-8-0 CSI. DEFL. in floc) I/def! L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.93 17-18 >532 240 MT20 197/144 TCDLSnow= 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -1.86 17-18 >266 180 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.27 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 336 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD 2-0-0 oc purlins (24-1 max.), except end verticals BOT CHORD 2x8 DF 1950F 1.7E (Switched from sheeted: Spacing > 2-0-0). Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 1-20, 11-12 W1: 2x10 DF 1950F 1.711, W13,W2: 2x4 SPF 1650F 1.5E 10-0-0 oc bracing: 1-21, 11-22 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 1 Row at midpt 1-21, 11-22, 3-19, 6-16, 7-14, 2-20 REACTIONS. (lb/size) 20=3130/0-5-8 (min. 0-3-5), 13=4009/0-5-8 (min. 0-44) Max Horz20=889(LC 9) Max Uplift20=-739(LC 8), 13=-880(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-619/224, 1-23=-1622/1573, 2-23=-1613/1571, 2-24=-7853/2914, 3-24=-7845!2914, 3-4=-1 1217/3276, 4-5=-11207/3276, 5-6=-11568/3087, 6-7=-9568/2774, 7-8=-5732/2053, 8-25=-5724/2053, 9-25=-5721/2054, 9-10=-5731/2058, 10-26=-1491/1172, 11-26=-1494/1181 BOT CHORD 19-20=-3437/6692, 18-19=-3917/10346, 17-18=-3883!11800, 16-17=-3356/11327, 15-16=-2434/9253,14-15=-2434/9253,13-14=-550/1231, 12-13=-517/520 WEBS 2-19=-639/1825, 3-19=-2854/1143, 3-18=-470/1100, 5-18=-754/492, 5-17=-381/441, 6-17=-248/456, 6-16=-1970/903, 7-16=-398/1093, 7-14=-3867/1404, 9-14=-587!225, 10-14=-1675/5147, 10-13=-3618/1202, 11-13=-730/461, 2-20=-6599/2315 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-10-2, Interior(1) 4-10-2 to 45-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 13. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 City at Wheat Ridge Building Division Job �russ russ ype ty y 1460580 Mruss ch 11 Proband, Longmont,CO 80504 Job Reference64o tional L�_�. Run: 13.540 s 7.64 Nov 10 2015 Print- 7.0 s Nov 10 2015 MiTek Industries, Inc. Wed Jun f7 -()g 2yTi 2018 Pac D:_xSd_YC 1 z3AFnMn3hAgvFOyoDzZ-Mnz09i kO?5Dh7vz1 dRzN WJAg4gxExy6goGm57zz2E LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 24-25=-107, 12-20=-27 Trapezoidal Loads (plf) Vert: 1= -214(F= -107) -to -24=-107, 25= -107 -to -1 1=-214(F=-108) City of Wheat Ridge Building Division 1460580 12-0-0 � 7-10-11 7-10-11 6x8 = 23-1 10 2 Scale = 1:7 11 22 4x4 = 6x12 MT20HS = J 12 11 3x6 1I 4x6 = 6x6 = 5x6 = 46 = 8x8 = 4x4 = 3x4 II 12-0-0 9-0-7 12-0-0 i 17-2-2 o� o ,n __ _ _ LUAUINGi (psf) TCLL 30.0 SPACING- 2-8-0 CSI. DEFL. (Roof Snow=30.0) plate Grip DOL 1.15 TC 0.50 in (loc) I/deft L/d Vert(LL) 0.55 15-16 >890 PLATES GRIP GRIP 10.0 Lumber DOL 1.15 BC 0.55 240 Vert(TL) -1.10 15-16 >442 180 MT20 4 BCLDL Rep Stress Incr NO WB 0.94 Horz(TL) 0.18 12 n/a MT20HS 148/108 BCDL 10.0 Code ISC2012/TP12007 (Matrix -M) n/a LUMBER - TOP CHORD 2x6 SPF 2100E 1.8E BRACING - BOT CHORD 2x6 SPF 2100F 1.8E TOP CHORD WEBS 2x4 SPF No.2 *Except* W1: 2x6 SPF 2100F 1.8E BOT CHORD REACTIONS. (Ib/size) 19=3507/0-5-8 (min. 0-2-4),12=4150/0-5-8 (min. 0-2-10) WEBS Max Horz 19=892(LC 11) Max Uplift19=-835(LC 8), 12=-953(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-934/676, 1-23=-1493/1408, 2-23=-1485/1407, 2-24=-9215/3292, 3-24=-9206/3293, 3-25=-9206/3293, 4-25=-9203/3293, 4-26=-12739/3626, 5-26=-12726/3625, 5-6=-11251/3112, 6-7=-11241/3112, 7-27=-6645/2259, 8-27=-6629/2259, 8-28=-1557/1265, 9-28=-1557/1266, 9-29=-1559/1273, 10-29=-1559/1273 BOT CHORD 19-20=-1010/1060, 18-19=-3855/8484, 17-18=-4417/12715,16-17=-4417/12715, 15-16=-3721/12198,14-15=-2248/8648, 13-14=-2248/8648,12-13=-1020/3020, 11-12=-430/424 WEBS 1-19=-445/622, 2-19=-8473/2863, 2-18=-541/1550, 4-18=-3738/1583, 4-16=-173/299, 5-16=-566/945, 5-15=-1439/700,7-15=-1 125/2895,7-13=-2786/1079,8-13=-1375/4193, 8-12=-5010/1632,10-12=-1156/665 Weight: 515 Ib FT = 20% 2-0-0 oc purlins (5-6-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 1-20 10-0-0 oc bracing: 1-21, 10-11, 10-22 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row atmidpt 1-21,10-22,2-19 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-10-2, Interior(1) 4-10-2 to 45-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 20 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 19 and 12. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' &j'ItWM-8HiOML�;reaks including heels" Member end fixity model was used in the analysis and design of this truss. City of Wheat Ridge Building Division 1460580 Monopitch NOTES- ID;_xSd_YC1z3AFnMn3hAgvF6) 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 24-25=-107, 25-26=-197(F=-90), 26-27=-107, 10-29=-107, 11-20=-27 Trapezoidal Loads (plf) Vert: 1= -216(F= -109) -to -24=-107, 27=-1 07 -to -29=-216(F=-1 09) City of whew{ Ridge gvilding pivistan 1460580 Probuild, Longmont,CO 80504 12100 6- 6- 6x16 MT20HS= 20 3-1 13.540s T64 P ID:_xSd_ Scale = 1: 12-0-0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 " 4x6 = 1 1 10x20 MT20HS= 8x8 = 4x6 = 3x6 11 10x20 MT20HS= 8-5-1 16-6-10 12-0-0 24-8-2 32-4-8 41-2-0 45-6-0 8-5-1 8-1-8-6 -O,Edgel f10:0-3-8 0-4-81 8-9-8 4-4-0 SPACING- 2-8-0 CSI. Plate Grip DOL 1.15 TC 0.84 Lumber DOL 1.15 BC 0.83 Rep Stress Incr NO WS 0,99 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x8 DF 1950F 1.7E WEBS 2x4 SPF No.2 *Except* W1: 2x10 DF 1950F 1.7E, W2,W11: 2x4 SPF 1650F 1.5E OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 19=3053/0-5-8 (min. 0-3-4), 12=3960/0-5-8 (min. 0-4-4) Max Horz 19=888(LC 9) Max Uplift19=-726(LC 8), 12=-870(LC 12) DEFL. in (loc) I/defl L/dPLATES GRIP Vert(LL) -0.9015-16 -541 240 MT20 197/144 Vert(TL) -1.81 15-16 >269 180 MT20HS 148/108 Horz(TL) 0.25 12 n/a n/a Weight: 332 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins (2-4-5 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 1-19, 10-11 10-0-0 oc bracing: 1-20, 10-21 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row at midpt 1-20,10-21, 3-18,6-13 2 Rows at 1/3 pts 2-19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-662/237, 1-22=-1628/1575, 2-22=-1619/1574, 2-23=-8100/2895, 3-23=-8093/2896, 3-4=-1 1 184/3078,4-5=-1 1175/3079, 5-6=-10318/2807, 6-7=-6622/2211, 7-8=-6612/2212, 8-24=-6622/2217, 9-24=-6606/2217,9-25=-1522/1199,10-25=-1 525/1210 BOT CHORD 18-19=-,3459/7078,17-18=-3840/10539, 16-17=-3840/10539,15-16=-3598/11385, 14 -15=-2769/9954,13-14=-2769/9954,12-13=-710/1785,11-12=-507/512 WEBS 2 -19= -6878/2439,2 -18= -566/1607,3 -18= -2712/1156,3 -16= -395/803, -19=-6878/2439,2-18=-566/1607,3-18=-2712/1156,3-16=-395/803, 5-16=-319/382, 5-15=-1186/751, 6-15=-324/782, 6-13=-3586/1390, 8-13=-637/243, 9-13=-1740/5262, 9-12=-3914/1321, 10-12=-832/509 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-9-6, Interior(1) 4-9-6 to 45-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 19 and 12. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 011 of ;ontinued on page 2 V4"0,t Ridge guiid10 Division 1460580 Monopitch LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 23-24=-107, 11-19=-27 Trapezoidal Loads (plf) Vert: 1= -213(F= -107) -to -23=-107, 24= -107 -to -10=-214(F=-108) OW of w%NO %gid90 p�j�sipn ex,10109 1460580 Monopitch ID: _xSd_YC1z3AFnMn3hAgvFOyoDzZ-7KS2gRgP6YEY48aa577Fq?VB z(Qp�5reViWF 12-0-0 5-8-14 11-2-4 16-7-10 22-1-0 27-6-6 32-11-12 38-5-2 ¢r4l 5-8-14 5-5-6 5-5-6 5-5-6 5-5-6 5-5-6 5-5-6 5-8-14 Scale = 1:7: 12x14 = 8x12 — oxa = 10x20 MT20HS= 4x6 = 6x10 = 6x6 — 6x10 = 3x6 11 10x20 MT20HS= 22 12-0-0 12-0-0 7-0-13 7-0-13 13-10-1 6-9-5 20-7-6 6-9-5 27-6-6 34-1-15 41-2-0 44-2-0 Plate Offsets (X Y)-- [2:0-5-4,Edge1 f9:0-2-12 0-2-41 [11'0-5-4 0-3-81 f13'0-1-12 0-3-121 6-11-0 f14-0 3-4 0 2 121 f16'0 1 8 0 2 121 f18:0-10-0,0-6-121, [2070-6-0,0-5-41 TOADING(ps 00 SPACING- 2-8-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.95 17 >512 240 MT20 197/144 TCDL 10,0 Lumber DOL 1.15 BC 0.91 Vert(TL) -1.90 17-18 >256 180 MT20HS 148/108 BCLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(TL) 0.27 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 325 Ib FT = 20% LUMBER - TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x8 DF 1950F 1.7E WEBS 2x4 SPF No.2 *Except* W1: 2x10 DF 1950F 1.711, W2,W13: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 20=3195/0-5-8 (min. 0-3-7), 13=3954/0-5-8 (min. 0-4-3) Max Horz20=889(LC 9) Max Uplift20=-754(LC 8), 13=-903(LC 9) BRACING - TOP CHORD 2-0-0 oc purlins (2-1-13 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 1-20,11-12 10-0-0 oc bracing: 1-21, 11-22 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 1 Row at midpt 1-21, 11-22, 2-20, 3-19, 6-16, 10-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-571/209, 1-23=-1616/1564, 23-24=-1615/1564, 2-24=-1607/1562, 2-25=-7667/2958, 3-25=-7660/2958, 3-4=-11595/3508, 4-5=-11588/3508, 5-6=-12503/3408, 6-26=-10753/3226, 26-27=-10745/3226, 7-27=-10745/3226, 7-28=-10753/3231, 8-28=-10745/3231, 8-29=-10744/3231, 9-29=-10738/3231, 9-30=-6413/2379, 10-30=-6397/2378, 10-31=-1320/1003, 31-32=-1322/1011, 11-32=-1322/1011 BOT CHORD 19-20=-3471/6664, 18-19=-4075/10540, 17-18=-4190/12378, 16-17=-3845/12431, 15-16=-2067/7420, 14-15=-2067/7420, 13-14=-1035/2681, 12-13=-521/537 WEBS 2-20=-6621/2334, 2-19=-658/1855, 3-19=-3268/1290, 3-18=-558/1360, 5-18=-1028/585, 5-17=-301/385, 6-17=-147/282, 6-16=-1848/865,7-16=-713/263, 9-16=-1358/3697, 9-14=-2497/915,10-14=-1443/4439,10-13=-4397/1454, 11-13=-490/294 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=3.Opsf; BCDL=1.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) and C -C Exterior(2) 0-2-12 to 4-7-12, Interior(1) 4-7-12 to 43-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 20 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 13. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 CAI of WhCar g'd9Q ID �ut�d�n9 1460580 Monopitch S 7.64 No% KSd_YC1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-23=-107, 25-26=-107, 26-27=-174(F=-67), 7-27=-107, 7-28=-174(F=-67), 28-29=-107, 9-29=-174(F=-67), 11-32=-107,12-20=-27 Trapezoidal Loads (plf) Vert: 23= -216(F= -109) -to -25=-107, 9= -172(F= -65) -to -30=-190(F=-83), 30= -123(F= -16) -to -32=-216(F=-109) City o` whoQ,t R�d9e g0-\1dNn9 OAAof\ .16 1 µ\7 CD CL o 0 3 a r c z 19cr N a a 17888 -OIL -EOE AvMOTIVE) WoCso :31VO uospnH .N �A,S —_---'M3NNVW AA8O10V3SIIV8 ONV 33VS V NI %MOM'l1V `)N4V MO3M3d ONV S30VH1 H3Hi01TV 30 1VH1 HIM )MGM 3H1 30 NO91VN10HO0O �NOIVIAHLSN00 d0 931,11,1033"d 0NV S35N31)03S '93noww:l31 $omuaW 'SNV3W 3Ni OL HO lassa"w NOIIVOWSV3 3142 01 A131OS SNIVIZ14 LVHI NOUVW1,103N! 'ails SOt 3141 1V 031V13HMOO 0NV 03W81dN0O 38 01 SNOl9N3W10 :HO3 31514NO4s3H SI M013"IN03 3NL 'J."NOdWOO V SI W3113H1 NOIHM 30 AISWaSSV NV 30 WtA3M 301113Ni ION 11VHS 911311 Ol. DUS V 30 M3Vt31,1 SNO91VOId1O3dS ONV SNV1d 3H.1 30 SLN3W3Hlft03H 3HL HIM 30N%"dWO3 WOHd 1,101WHiNO'3 3Hi 3MI13N ION 00 M31A3H SIHI vNibno w aivigns 3N1 NO v" S1N3WWOO 30 SNOIL031:11103 'SIN3141"130a NOii3CW1SNOO 3HL NI N3Ai9 NOIIVWHOiN9 ONV Ld3ONOO N01930 3H1 HIM 3ONVWHOINOO TM3N3!J 803 A1NO St M31A.3H SIHi W311 0313103dS imens i1W8fis3N Jaw 3StA3N ❑ 03103NN00 SV HSIN?jni ❑ 03103r3N 03MMA3N H01 H X0021 br A -1 M � (_ H v r a 'a -oi,y o ry a o o n a ➢ r mm o c n o 0 w o C o 2 CL N ry ry N W fl c' 3•H arry H m m a o m0 m 3 n n !n 0 s m v 3 o a 0 m m Z � p . Zj Dm m v m m n D v T O A m 7 z z O V In In O H 4f o no' 1 y^ v r Z31 z 0 o y C E o c c 'O O r m Wo oo, M m °'Z C:7 o�mm " Z a O _ y L < mCl ? L c $ vmv m m a m ➢ yr In v m- w w r z m n 5 3 u a 0 v m O O y 0 C Q rr c p o c D C Z (n z -+ m n ^ a ^ N �OC10 '� sv mcmi Q o m. � aon� m R z 7O 17888 -OIL -EOE AvMOTIVE) WoCso :31VO uospnH .N �A,S —_---'M3NNVW AA8O10V3SIIV8 ONV 33VS V NI %MOM'l1V `)N4V MO3M3d ONV S30VH1 H3Hi01TV 30 1VH1 HIM )MGM 3H1 30 NO91VN10HO0O �NOIVIAHLSN00 d0 931,11,1033"d 0NV S35N31)03S '93noww:l31 $omuaW 'SNV3W 3Ni OL HO lassa"w NOIIVOWSV3 3142 01 A131OS SNIVIZ14 LVHI NOUVW1,103N! 'ails SOt 3141 1V 031V13HMOO 0NV 03W81dN0O 38 01 SNOl9N3W10 :HO3 31514NO4s3H SI M013"IN03 3NL 'J."NOdWOO V SI W3113H1 NOIHM 30 AISWaSSV NV 30 WtA3M 301113Ni ION 11VHS 911311 Ol. DUS V 30 M3Vt31,1 SNO91VOId1O3dS ONV SNV1d 3H.1 30 SLN3W3Hlft03H 3HL HIM 30N%"dWO3 WOHd 1,101WHiNO'3 3Hi 3MI13N ION 00 M31A3H SIHI vNibno w aivigns 3N1 NO v" S1N3WWOO 30 SNOIL031:11103 'SIN3141"130a NOii3CW1SNOO 3HL NI N3Ai9 NOIIVWHOiN9 ONV Ld3ONOO N01930 3H1 HIM 3ONVWHOINOO TM3N3!J 803 A1NO St M31A.3H SIHi W311 0313103dS imens i1W8fis3N Jaw 3StA3N ❑ 03103NN00 SV HSIN?jni ❑ 03103r3N 03MMA3N H01 H X0021 br A -1 M � (_ H m u. m e a H r a 'a -oi,y o ry O c o n a ➢ N � o 0 w o C o 2 CL N ry ry N H N c' 3•H arry H m m a m0 m 3 n n !n 0 s m v 3 ➢ u+0 0 m m Z � p . Zj Dm m v m m n v T O A y 3 asp y 10 F.v 3 O V H 4f o no' 1 v r Z31 0 y C E o c c 'O N t0 t0' m Wo oo, M m °'Z C:7 o�mm " mo O _ y L < mCl ? c $ vmv m m a m ➢ yr In v m- w w r m n 5 3 u a 0 m O< m O O y 0 C Q rr c p o c D C Z (n ^ m p m n ^ a ^ N �OC10 '� sv mcmi Q o m. N C aon� m R 7O ^ v o v O 0 m o W p 0 n !? pp m I p 17888 -OIL -EOE AvMOTIVE) WoCso :31VO uospnH .N �A,S —_---'M3NNVW AA8O10V3SIIV8 ONV 33VS V NI %MOM'l1V `)N4V MO3M3d ONV S30VH1 H3Hi01TV 30 1VH1 HIM )MGM 3H1 30 NO91VN10HO0O �NOIVIAHLSN00 d0 931,11,1033"d 0NV S35N31)03S '93noww:l31 $omuaW 'SNV3W 3Ni OL HO lassa"w NOIIVOWSV3 3142 01 A131OS SNIVIZ14 LVHI NOUVW1,103N! 'ails SOt 3141 1V 031V13HMOO 0NV 03W81dN0O 38 01 SNOl9N3W10 :HO3 31514NO4s3H SI M013"IN03 3NL 'J."NOdWOO V SI W3113H1 NOIHM 30 AISWaSSV NV 30 WtA3M 301113Ni ION 11VHS 911311 Ol. DUS V 30 M3Vt31,1 SNO91VOId1O3dS ONV SNV1d 3H.1 30 SLN3W3Hlft03H 3HL HIM 30N%"dWO3 WOHd 1,101WHiNO'3 3Hi 3MI13N ION 00 M31A3H SIHI vNibno w aivigns 3N1 NO v" S1N3WWOO 30 SNOIL031:11103 'SIN3141"130a NOii3CW1SNOO 3HL NI N3Ai9 NOIIVWHOiN9 ONV Ld3ONOO N01930 3H1 HIM 3ONVWHOINOO TM3N3!J 803 A1NO St M31A.3H SIHi W311 0313103dS imens i1W8fis3N Jaw 3StA3N ❑ 03103NN00 SV HSIN?jni ❑ 03103r3N 03MMA3N H01 H X0021 br City of Wheat Ridge Commercial Sign PERMIT - 201800780 PERMIT NO: 201800780 ISSUED: 08/17/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 08/17/2019 JOB DESCRIPTION: 2 monument - illuminated - 91.7 sq ft; 1 wall sign illuminated - 63.5 sq ft; 2 wall signs illuminated - 20.8 sq ft; 3 canopy loads illuminated - 15.5 sq ft; 2 carwash signs non -illuminated located over entrance and exist 31 sq ft, and 22.75 sq ft; 10 signs total Tenant: Circle K *** CONTACTS *** OWNER (720)489-6012 CIRCLE K STORES INC SUB (303)292-1882 Paul Frizell 020472 Custom Lighted Signs *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee ** TOTAL ** *** COMMENTS *** USE: UA / Unassigned BLOCK/LOT#: 0 / ESTIMATED PROJECT VALUATION FEES 0.00 505.60 1,173.12 777.85 2,456.57 55,863.06 *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Sign G1 (south side car wash) is not permitted and is not approved** All other signs are compliant with Article VII (sign code) and are therefore approved. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. Tenant: Circle K I by my signature do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building code , nd all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the roperty and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermit. I furth est at I legally authorized to include all entities named within this document as parties to the work to be performed and tall wor tpd pe formed is disclosed in this document and/or its' accompanying approved plans and specifications. Signatui of OWN A or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting o ermit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicabl c e or any ord ce or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge Commercial Sign PERMIT - 201800780 PERMIT NO: 201800780 ISSUED: 08/17/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 08/17/2019 JOB DESCRIPTION: 2 monument - illuminated - 91.7 sq ft; 1 wall sign illuminated - 63.5 sq ft; 2 wall signs illuminated - 20.8 sq ft; 3 canopy loads illuminated - 15.5 sq ft; 2 carwash signs non -illuminated located over entrance and exist 31 sq ft, and 22.75 sq ft; 10 signs total Tenant: Circle K I by my signature do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building code , nd all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the roperty and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermit. I furth est at I legally authorized to include all entities named within this document as parties to the work to be performed and tall wor tpd pe formed is disclosed in this document and/or its' accompanying approved plans and specifications. Signatui of OWN A or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting o ermit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicabl c e or any ord ce or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat j�d .,ge COMMUNITY DEVELOPMET Building & Inspection Services Division 7500 W. 291' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(Ja�ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 60_D Y I P I, r-)!3 St Property Owner (please print): C i CC1 e Y I h C. Phone: Property Owner Email: Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 1\ \ _V-1 c, 6 e) i n L. CA (Z O. City, State, Zip: OD p�2-Q,t `T)( -- FD t3 i GI Architect/Engineer: Architect/Engineer E-mail: Mc V)a Phone: Si t 11 aWC" r e Vl C3.cl'0Nn-) Contractor:L�e3VlkeCiJ' k,kS nS, l_J_C City of Wheat Ridge License #: Phone: 30-2,-996-:3366 Contractor E-mail Address: _UA'_,' 0M (,!2 n -&(RW C�_V—)Q , ('0YV) For Plan Review Questions & Comments (please print): CONTACT NAME (please print): L O S Ck C coy Nov) Phone: 30 �- GCl 6_ _q 365 CONTACT EMAIL(p/ease print): C\Ae�AOVY\ \ S� gV'&et H Con O® • LZ v'\ Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Mechanical: W.R. City License # (OMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. 5 tCJv-,cX 9e (X h-) of ',k1uYvi',In0,teCl C C✓.r LL Ct S� S � r�S , I I � vi Y-) ck '1 2 .'6 SG 5`i � Commercial Projects Only: Occupancy Type Sq. Ft./LF Amps BTUs Squares Construction Type: Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) Signature (first and last name): n , Printed Name: ZONING COMMMENTS:� S� l Reviewer: BUILDING DEPARTMENT COM Reviewer: 6fs PUBLIC WORKS COMMENTS: Reviewer. (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) J DATE: 3 DEPARTMENT USE ONLY f (,y',> J �OCCUPANCY CLASSIFICATION: C1 T' r R CONSTRUCTION TYPE: Ve 0 IBuilding Division Valuation: 5S .% I C4 JV'\ j Cityof r W heat idge COMMUN[TY DEVELOPMENT Section 26-503. — Exterior Lighting. A. Purpose. The purpose of this section is to regulate the spillover of light and glare from exterior lighting on operators of motor vehicles, pedestrians and land uses in the proximity of the light source. With respect to motor vehicles in particular, safety considerations form the basis of these regulations. In other cases, both the nuisance and hazard aspects of glare, reflected light and incidental spillover light are regulated. This section does not apply to public street lighting or to public outdoor parks and recreation uses. B. Permit required. An electrical permit application shall be required and a permit issued prior to installation or substantial modification of any exterior lighting. The permit application shall be accompanied by information required by the uniform electrical code and additional information that may be necessary to determine potential negative effects upon adjacent properties and public streets including, but not limited to, a plot plan showing location and orientation of lighting standards, building elevations showing location and orientation of lighting standards, lighting standard specifications including height, type (i.e., cutoff, non - cutoff, spot, floodlight, etc.), peak candlepower diagram, and any shielding devices to be incorporated so as to minimize incidental light spillover or glare. C. Lighting standards. The following restrictions shall apply to outdoor light control, including lighting within or directed upon outdoor signs: 1. All fixtures shall be fully shielded. For purposes of this section, fully shielded shall mean fixtures constructed so that light rays emitted are projected below, and not above, the horizontal plane of the fixture, such that the source of illumination (bulb or direct lamp) is not visible from adjacent property or rights-of-way. All light fixtures shall be downcast to minimize undesirable effects of illumination such as glare, skyglow and light pollution. 2. All metal halide and fluorescent fixtures shall be filtered with glass, acrylic or translucent enclosures. 3. Only high-pressure sodium (HPS), low pressure sodium (LPS) or incandescent fixtures shall be permitted in commercial and multifamily residential parking areas. The level of illumination shall be consistent with minimum industry standards adopted by the illuminating engineering society. 4. All exterior lighting shall be designed and situated so that substantially all of the directly emitted light falls within the property boundaries. 5. Exterior lighting shall also be designed and situated so that no incidental or reflected light interferes with reasonable enjoyment of adjacent land uses, or safe movement of motor vehicles on public streets. 6. The following exterior lighting is specifically prohibited: a. Any light that may be confused with or construed as a traffic control device. b. Any animated, flashing or changing intensity lights, except for temporary holiday displays. 7. Lights one hundred (100) watts and less per fixture, fluorescent lights forty (40) watts and less per fixture, gas-fired fixtures and lights used for holiday decorations are exempt from the requirements of this section. 8. For commercial developments, mixed-use developments and multifamily residential developments, exterior freestanding light fixtures shall be mounted no more than eighteen (18) feet high. All other applications shall be limited to a maximum of twelve (12) feet. The height of a mounted lighting fixture shall not exceed the height of the wall it is mounted on. 9. Lighting plan. All applications for commercial, mixed use and multifamily residential developments shall submit, as part of the final site development approval, a lighting plan which includes the following: a. Site plan showing locations of all lighting fixtures and a numerical grid of lighting levels (photometric report) or as isoilluminance curves (concentric circular lines representing constant illumination levels). b. Lamp type and wattage. c. Mounting heights of all fixtures. d. Cut sheet showing the design and finishes of all fixtures and designation as cutoff fixtures. 10. Amortization schedule. All nonconforming outdoor light fixtures, including lighted outdoor signs, existing prior to December 1, 2000, shall be brought into conformance with these outdoor lighting provisions on or before December 1, 2005. Any light fixture that is replaced shall comply with the outdoor lighting regulations of this section at the time of such replacement. (Ord. No. 2001-1215, § 1, 2-26-01) City of heatidg� OMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 April 6, 2018 Custom Lighted Signs 4535 E. 60'x' Avenue Commerce City, CO 80022 Delivered via email. customltdsigns@yahoo.com Re: Plan # 201800780 To Whom it May Concern: This letter is in regard to your application for a sign permit on property located at 3805 Kipling Street. Your submittal has been reviewed by the Planning Division, and has prompted the following comments. Please note the Planning review is only one step in the process. Comments from the Building Division may also need to be addressed. Planning Division comments are as follows: • Signs Al and A2 (Freestanding) o Size OK. i o Please provide a site plan that clearly shows proposed setbacks. o Please note, for new development or total redevelopment, all freestanding signs shall be ?� placed within landscaped areas (26-708.C.4) • Sign B (north facing C -store wall sign) o Not permitted — does not meet the Code definition of major interior drive or public street. �7 pv+N-- o Window and door signs are permitted: ■ Shall not obstruct more than 25% of the window and door area. • Signs C & D (east and south facing C -store wall signs) j/ o Size and location OK, no modifications required. • Signs E1, E2, E3 7o Size and location OK, no modifications required. • Sign F o Size and location OK, no modifications required — classified as informational signs. • Sign G1 (south facing car wash wall sign) c�_ Not permitted — does not meet the Code definition of major interior drive or public street. • Sign G2 (west facing car wash wall sign) o Size and location OK, no modifications required. • Sign G3 (north facing car wash wall sign) `���,i.U� o Size and location OK, no modifications required. �r— • Sign G4 (east facing car wash wall sign) o Not permitted — does not meet the Code definition of major interior drive or public street. o Informational signs are permitted: ■ Maximum of 4 square feet in size ■ If freestanding: sign shall not exceed 48 inches in height. If within a required sight l5 I ( distance triangle the height is limited to 36 inches. www.ei.wheatridge.co.us ....r�,.,.n-V'M • ......}..... ��i' _ • • W]StN AVE Major interior drive (purple), public street (blue), and eligible wall sign locations (yellow). Please modify and resubmit your plans. Thank you, e4 Zack Wallace Mendez Planner II 303-235-2852 zwallace@ci.wheatridge.co.us cc: Address file (3805 Kipling Street) Plan # 201800780 Wheat Ridge Building Division 2 Proj A016007W Freestanding Sign Calculation Sheet You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage. ress: Y-)cra-yi Contractor: �i,lSt�n L;c�l-�+�c1 S,Gtn� LLC You are allowed 1 freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. Step 1: Determine the square footage of the building: Building size (in square feet): U C 5 ( (This will be inserted in the formula below) Step 2: Complete the appropriate allowable signage formula: If the building is 0 —1,500 square feet in size, you are allowed a 35 square foot sign. If the building is 1,501 — 5,000 square feet in size, complete the following: u�3;5i -1,501 50= + 35= cid. Building size Allowed sign size If the building is 5,001 — 50,000 square feet in size, complete the following: - 5,001 = T 500 = + 100 =L= Building size Allowed sign size If the building is 50,000 + square feet in size, complete the following: - 50,001 = _ 1,000 = + 190 = Building size Allowed sign size The "allowed sign size" may be placed on each side of the freestanding sign. F]Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. Continued on back �-o lis o 0790 The sign must meet a setback from the street right-of-way. If the sign is less than 7 feet in height, the sign must be setback 5 feet. If the sign is between 7 feet and 15 feet the sign must be setback 10 feet. For most freestanding signs, the maximum height is 15 feet. For properties within Y mile of the interstate, freestanding signs may be 50 feet tall. These signs must be setback at least 30 feet from the street right-of-way. Step 3: Determine the height of the new sign: The new proposed freestanding sign will be feet tall. Step 4: Determine the setback from the street right-of-way: The new proposed sign will be setback feet from the street right-of-way. All freestanding signs must adhere to the sight distance triangle requirements as listed in Section 26-603 of the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height of all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. 20ISov79o Wall Sign Calculation Sheet You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. Project Address: 3 0 J Yi P1; ►mei S -}Ili, Contractor: C(/('Si L -I q Vn+e-C� Si G i'15, LC� You are allowed 1 square foot of signage for every 1 linear foot of wall to which you are attaching a sign. All wall signs must be adjacent to a street or major interior drive. Step 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - U-4 feet Wall 2 - 150 feet Wall 3 - �, 3 feet Step 2: The length of the wall is the allowable square footage for the wall sign. Wall 1 allowable signage- ?J -� square feet Wall 2 allowable signage- $5 y square feet Wall 3 allowable signage- square feet Site Plan Building Elevation Elevation Frontage North 87 ft South 87 ft East 50 ft West 50 ft 2a TO 0 78e6 Circle K 3805 Kipling St. Wheat Ridge, CO 80033 Proposed Signs by # Elevation Area Sign Copy Illumination Al South 91.7 sq ft MONUMENT Yes A2 East 91.7 sq ft MONUMENT Yes B North 63.5 sq ft CIRCLE K Yes C North 20.8 sq ft CICLE K LOGO Yes D East 20.8 sq ft CIRCLE K LOGO Yes E1 West 15.5 sq ft SHELL LOGO Yes E2 North 15.5 sq ft SHELL LOGO Yes E3 East 15.5 sq ft SHELL LOGO Yes G2 West 22.8 sq ft CAR WASH Yes G4 East 31 sq ft CAR WASH Yes 0 0 m � n � N N �o v m Q 3 v ((DD 6A 'O N O 7 Oo ni 4 = < m N_ a i co Ol UZFF -oZFFO mono mono ZTEE ZT22 GIG) A , C) G) Co N0 OZ OZ 5 CO 5; 0 KIPLING STREET RGIN VARIES Pu C� U3 ELI vi 1 r--------- -------------- - —r m ............................ x ______ a O C C 0 z m aw _ _ _ - - _ _ _ - _. ------------- ------------ ---- ---------- ____________---------- - w 1 ' a P_ P �o B U C F lS�mN e o .r 3.mIV � oN t HISn="§`4N aw _ _ _ - - _ _ _ - _. ------------- ------------ ---- ---------- ____________---------- - w 1 ' a lS�mN x 3.mIV o6gcj m HISn="§`4N m -�v�J iv c Opae=MN.a� zea ^T oo = . x - 70 eF'a'i e� ~ R-4 vV jA I v N Page 1 of 8 S U L LAWAY 0 ENGIMEERING PROJECT: SHELL, 3805 KIPLIN ST., WHEAT RIDGE, CO PROJ ECT #: 14299 CLIENT: SIGN RESOURCE IDENTITY GROUP, INC. 101-01 - ---------------------- ... ... ----- - q G. r,- a . n a e �a 3'-0" 0 ELEVATION VIEW PIPE 8 STD. O.D. = 8.63" WALL = 0.280" #4@4" TOP 40" REMAINDER @ 12" 848 VERT. REBAR GENERAL NOTES 1. DESIGN CODE: IBC 2012 2. DESIGN LOADS: ASCE 7-10 3. WIND VELOCITY 140 MPH EXPOSURE C 4, CONCRETE 2500 PSI MINIMUM 5. PIPE STEEL ASTM A53 GR. B Fy = 35 KSI MIN. 6. PLATE STEE ASTM A36 7. THR D,ANC RODS ASTM F1554 GR, 36 8. BO STE�ASTM A 7 9. S EkREIhFORt�ME TIN CONCRETE ASTM A615 GR 60 10. L TESL S& BEVIN PER IBC CLASS 4 (150 PSF/FT) 11. P OVI''QE PR TECTIO AGAINST DISSIMILAR METALS 1. 12. P VIIJE MIAf3" CLE COVER ON ALL STEEL EMBt ED &C RETE 10815 RANCHO BERNARDO RD., SUITE 260 SAN DIEGO, CA 92198 P ROJ ECTMANAGER@S U LLAWAYENG.COM PHONE: 1-858-312-5150 FAX: 1-858-777-3534 DATE: 4-14-17 ENGINEER: AF LAST REVISED: o���,p,D 0 C IGF s G •�Q \ey• •U 2jj PE -44225 {; -ate :�. '. 4, 0AJAL r2-�\ SADDLE DETAIL TYP. = 0 I? o O O STEEL PLATE 3�BASE PLATE DETAIL 0 = 1" THREADED ANCHOR RODS W/ 20" EMBED. MIN. W/ NUT,WASHER,NUT @ EMBEDDED END (4) TOTAL 3/16 Page 2 of 8 41 S U L LA W AY 10815 Rancho semardo RD., SD, CA 92127 i ENGINEERING projectmanagcr@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-534 PROJECT: SHELL DATE: 4/14/17 PROJ. NO.: 14299 ENGINEER: AF CLIENT: SIGN RESOURCE IDENTITY GROUP, INC. V3.1 building code; IBC 2012 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F-=gz'G*Cf*Af with qZ = 0.00256KZKZtKdV2 (29.3.2 & 29.4) Cf= 1.483 (Fig. 29.4-1) max. height= 12.0 Kzt= 1.0 (26.8.2) (=1.0 unless unusual landscape) KZ= from table 28.3-1 Exposure= c Kd= 0.85 for signs (table 26.6-1) V= 140 mph G= 0.85 (26.9) weight= 1.200 kips s/h= 1.000 Moi= 0.00 k -ft B/s= 0.83 Pole structure height at pressure Wind Loads component section c.g. Kz qz qZ*G*Cf Af shear Moment Mw 1 6 0.85 36.25 45.71 120.0 5485 32910 sums: 120.0 5485 32.91 (MW) k -ft arm= 6.0 for s/h=1, add 10% (asce fig. 29.4-1): x 1.10 36.20 P„= 1.44 kip M= 36.20 k -ft M=Mpg+MW M„=1.2MpL+1.OMw = 36 k -ft Pole Design section; pipe M„ > �M„ with M„ = fyZ fy= 35 ksi 0.9 H M„ (k -ft) Z req'd. (in) Size(in) t (in) Z Use at grade 36.2 13.79 8 0.322 20.8 Pipe 8 Std, cAMn = 54.6 kip -ft Footing Design footprint: round co- 1.3 (IBC 1605.3.2) IBC Table 1806.2, sections 1806.3.4, 1807.3.2 P= 4.28 kip S1 =Sxd/3 A=2.34xP/(S1 xb) S= 400 S1= 929 d =0.5xA (1+ (1+4.36x h/A) ^.5) IBC 1807.3.2.1 A= 3.59 footing: 3' - 0" dia. 7' - 0" deep Page 3 of 8 S U L LAWAY 10815 Rancho Bernardo RD., SD, CA 92127 ENGINEERING projectmanager@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-3534 PROJECT: SHELL DATE: 4/14/2017 PROJ. NO.: 14299 ENGINEER: AF CLIENT: SIGN RESOURCE IDENTITY GROUP, INC. building code; IBC 2012 units; pounds, feet unless noted otherwise #8 Rebar OK hef = 20.0 in Total Tension = 35.66 kips Per Simpson's Report # of rebar within 0.5 hef = 2 T/Rebar = 17.83 kips Tcapacity = 35.1 kips (D x Ab x 60 ksi 0 = 0.75 Ab = 0.78in2 15"X15"X7/8" Steel Plate OK T/Anchor = 17.83 kips Fy = 36 ksi ( = 0.9 Arm = 2.55 in b = 15 in Mu = 90.94 kip -in t= 0.875 in Z = 2.8711 in' cl)Mn = 93.02 kip -in W't''"�+i•1r■ Anchor Designer"'" I € Software d Version 2.4.5940.4 1.Proie A information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 1.000 Effective Embedment depth, her (inch): 20.000 Anchor category: - Anchor ductility: Yes hmin (inch): 22.63 Cmin (Inch): 6.00 Smin (Inch): 6.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> Page 4 of 8 Company: Da#e: 4/14/2017 Engineer: Page: 115 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 60.00 State: Cracked Compressive strength, f. (psi): 2500 4J ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: Yes Do not evaluate concrete breakout in shear: No Ignore Edo requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 15.00 x 15.00 x 0.25 .o Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. n Sirong` Fes';E'amjany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com ' Anchor Designer TM s Software Version 2.4.5940.4 <Figure 2> Page 5 of 8 Company: Date: 4/14/2017 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 9.95 9.95 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB8 (1.0) G InputiVata aW scn StrG g Tie 0 ts_] qll M 14 Or Ln a T III A must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 6 of 8 • Anchor DesignerTm Software Version 2.4.5940.4 a Company: Date: 4/14/2017 Engineer: Page: 3/5 Project: Address: Phone: E-mail: 1 --Resulting Anchor Forces Anchor Tension load, Nua Iby. ( ) Shear load x, Shear load Shear load combined, Wax (lb) Vuay (lb) q(Vuax)'+(Vuayy (Ib) 1 2 0.0 -1508.5 0.0 1508.5 3 0.0 -1508.5 0.0 1508.5 17832.2 -1508.5 0.0 1508.5 4 17832.2 -1508.5 0.0 1508.5 Sum M ' 35664.4 -6034.0 0.0 6034.0 ax mum concrete compression strain (quo): 0.28 <Figure 3> Maximum concrete compression stress (psi): 1201 Resultant tension force (lb): 0 Resultant compression force (lb): 35664 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec D 5 11 Nsa (lb) 0 ONsa (lb) 35150 0.75 26363 6. Pullout Strength of Anchor in Tension (Sec D.5 31 ONP� = 0YY,PNP = 0W..P$Ablfc (Sec. DA. 1, Eq. D-13 & D-14) KP Ab y (int) fc (psi) 0 ¢Np. (lb) 1.0 5.15 2500 0.70 72156 Oar, Oma„ and Simpson 01 0 04 0 e checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer""" Software Version 2.4.5940.4 e 8. Steel Strength of Anchor in Shear (Sec D 61) V. (lb) ygMW 0 ¢gmutOVw (lb) 21090 1.0 0.65 13709 Page 7 of 8 pany, Date: 4/14/2017 neer: Page: 4/5 ect: r ess: e: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec D 6 2) Shear perpendicular to edge in x -direction: V& = min17(/e/d,)0-2Vd.Ai VECCa1'.5; 9Aa4fcca7'-5I (Eq. D-33 & Eq. D-34) /e (in) da (in) Ae fc (psi) ca, (in) Vb. (lb) 8.00 1.00 1.00 2500 21.95 46277 OVcbgr = 0 (Avc/Av-) %%,VYyed,vV vVh.vV& (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) Yec,v Peav ,v Y'h.v Vb. (lb) 41Vccgr (Ib) 1050.31 2168.11 1.000 0.791 1.000 1.000 46277 0.70 12408 Shear parallel to edge in x -direction: Vby = minl7(/e/da)0'24d.A gfccel'•5; 9Aa4fccai' SI (Eq. D-33 & Eq. D-34) /e (in) da (in) A. fc (psi) ca, (in) Vby (ib) 8.00 1.00 1.00 2500 9.95 14124 OVcbgx = 0 (2)(Av /Avco)Y'ec,vYed,vY'c,vvh,vVby (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) %cv Y'ed,y Yo,v Y'h,v Vby (lb) 0 (pVcbgx (Ib) 476.11 445.51 1.000 1.000 1.000 1.000 14124 0.70 21131 10. Concrete Pryout Strength of Anchor in Shear (Sec D 6 3) OVcpg = OkcpNcbg = Okcp(ANc/ANco) Vec.N Ted,NYc,NYycp.NNb (Eq. D-41) kcp ANC (m2) AN. (int) T",N Ped,N Y'c,N S'cP,N Nb (ib) 0 OVms (Ib) 2.0 1017.61 396.01 1.000 1.000 1.000 1.000 18735 0.70 67398 11. Results Interaction of Ten��te and Shear Forces (Sec D.7) Tension Factored Load, N. (lb) Design Strength, oNn (lb) Ratio Status Steel 17832 26363 0.68 Pass (Governs) Pullout 17832 72156 0.25 Pass Shear Factored Load, Vua (lb) Design Strength, oW (lb) Ratio Status Steel 1509 13709 0.11 Pass T Concrete breakout x- 6034 12408 0.49 Pass (Governs) 11 Concrete breakout y- 3017 21131 0.14 Pass (Governs) Pryout 6034 67398 0.09 Pass Interaction check N..10M V.a/OvV Combined Ratio Permissible Status Sec. D.7.3 - 0.68 0.49 116.3% 1.2 Pass PAB8(�,!'O) with hef�20. 0 inch meets the selected design criteria. n sults mu be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S?meso'jye: Cdr Q-ny I 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 00 Anchor DesignerTM Software Version 2.4.5940.4 Page 8 of 8 Company: Date: 4/14/2017 Engineer. Page: 5/5 Project: Address: Phone: E-mail: 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com �J n r m I N v_ e 0 '� G �WIJ- rl C� ut rrl s 7�� r\mTT a o-aaWf 3 a� _y £'��r_ ca r_ = �� �j � > >m -_o ��• i __^o o -+ man y o �W> QpNJ e �j ��—^� m �•`^� � _>5i � � — o N 7717r ,r-Ni (1ii11 w s 3N: D ;CTRICAL FPR INSTALLATION FEED 18 FACE DETAIL SIDE VIEW SCALE : 1 2 =1 -D' SCALE : f72—=l -0' 12 fO 15 8 14 MOUNTING HARDWARE DEPENDS ON FIELDCOCONDITIONS.oN o (4- �lz �� 1s C Y ocid 4 �1 3 5 18 13 MOUNTING SURFACE C0 SECTION VIEW �. o, c N..m-•—+4w�0b Nvmtn+4ti—� F Ni g } 0 00 Cm" 1C, ZI 23 iv �o 1 3 5 RETAINER VIEW SCALE .17 1 2 =1-0" 2 IC 4 6 K FRAME VIEW SCALE : 1 2 =1-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - it lL .063 ALUMINUM BACKER a. 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N n co On o - m n CD 0 x - \a=�� S- -.-+� iE �F 'r" Be Cao�e m z = �. x z m R r _o K _aZF m L _• �� 2 q o p �njwl 1100o r% 0 N m 0 ww IA rrl U -b PA N7 In azo rn Z3 ts 999 5i [ � � [ � \\ Ul _ f k� k a � 0 0 C) 2 7 � � \ � @ §§ \ 7 k§K < a � |■ � <'F a® - ■ _ � ( \ _ \\§®;; § \ 7 \ §§2 7§} |P� / � / \ - \\/§" k�2 `` /)j� k s b RETAINER VIEW FRAME VIEW SCALE : 3 s o m m m m 7 1 d m m i Ci' (nr) 8 ?9 �� ole 063 ALUMINUM 1 BACKER SCALE : 3 4 = 70 0 ch zi rr 09 D� �Ga L�N'i�Odm Vmtna4 N_LL� ¢ D ?aaa� rRyAo ' ® u/ 41�! rrlll, ,.,III, 141u,�ll�!1141ru!II�► 9 !I►n;i�i�liil!'lu���, Iriinusl;��aruiln�l� �i�ill I'Ii1IIJ Ilillllll �p © i�lll 11111 � �► O 1■1■1 11111 p lilil) ®D 11111 111 11 • II.I.I) O 9 1111 11 1 6 1111 11111 � 1111 Hill �';■ � 44! 1!111 ■1 ® Ell 1aI�Pllll� II nn 111�,'II`.1 II�,�Ii��r J�I!�iurl1,.61�l..�d�i�■II .ngrr111lr�ir i o� oma o oI a O >< m .� o m �o s ' rm a vro (D QQ o= N, cr s-< :rD� 44, �1 0 CD �. a --N � �Q CD � � = w N N CD _� o C. cao O � O O O O r rA O N n I �s • • �v � s G m oma v+ I al o o a _G T G a.. co 0 r Q � r �F i .f pk it o $ T w z < 0 1 MIR -.891E M I m g'lop Taoll � p i` rn 1l a > 0*1 LEVEL I FASCIA Bc m = o �i j 00 Cl 29 < IM kn < O rrl >w 0 J= LEVEL I FASCIA 2 ----- Kipling St ---- W, x A A r m 0 � � « k v \ » � � � �. � � / � / ON a =»: Vlil\ < w � 2 � / \!@:i!\\ _® ƒ k' „� _° --` • ` 4 � !{ ( �` e k R $§§$\;§@ ( ` ` � ` ,r■ \§! 1: \§ /§f / Az ) z \! q\` TO i el N 0 m N S it M O N nm D Z M II C m o� A47 VA 19 0 � s� Ln 70 If &2 I 4 A � � � / � ± @ @ ■ k � � r ri°°ag^.3 3°n e 1 I N i I i I 1 I 1 i 1 I s I I rn = 1 D I ' w 1 I g = 1 1 Ai Y 1 1 1 I � 1 I 1 I � I I 1 I 1 I W 1 I n 1 I ^ 1 I � I I I I T ► < I Q I w z a�. 1 I ,cryA � i D Z RI 0 C I ? O D 1 1 A H m Z T Z O 1 I AK A I 1 � 1 1 1 I 1 1 I � I 1 I I i I 1 f I � I 1 i I 1 1 I I I 1 I I n F �tnw 3 H H f O y a S4 rrl Q I`2 0 2 m C � z rrn rm— m x P o a rl = o. a - 3a� SEoav$3 H rri Z D I -R { o 3 �Fi € W T C I-1 r rm cc C oo� G r I l n a r = < m D m pa a a o _ �mET n 0!12 W Z OZ�n O-t�N CC: p o, II v 00c ?QOo AND Om M A Z R i W = ti C � O T V C V1 i T� i C r T --I T cn � © 2 { � ~g / §}< _, ' . •!6!/|§ ■:&J§�; m r e a (E2m § cn - ,`] \\; 0 �m ,§ T §CD \ «�/ - ■ (� City of Wheat Ridge Commercial New Struc PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 sq ft; store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq ft total *** CONTACTS *** OWNER (720)489-6012 CIRCLE K STORES INC GC (830)331-7440 David T. Valsassina 180214 Black Canyon Construction Cc SUB (303)762-1270 Al Merrill 060017 Denver Commercial Plumbing SUB (303)722-5742 Albert Carlton 018647 Carlton Electric, Inc. SUB (720)328-3335 Brooke Colby 140292 Ducted Comfort *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,143,401.20 FEES Total Valuation 0.00 Plan Review Fee 4,584.09 Use Tax 24,011.43 Permit Fee 7,052.45 Engin. Review Fee 3,600.00 ** TOTAL ** 39,247.97 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Y City of Wheat Ridge �y Commercial New Struc PERMIT - 201708434 PERMIT NO: 201708434 ISSUED: 07/27/2018 JOB ADDRESS: 3805 Kipling St EXPIRES: 07/27/2019 JOB DESCRIPTION: New fuel station, car wash and convenience store; canopy = 5,375 sq ft; store = 4,604 sq ft and proposed car wash = 920 sq ft; 10,899 sq ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the 1 owner of the properly a m authorized to obtain this permit and perform the work described and approved in conjunction with this_pe it I further attes{ that I a e lly authori d to include all entities named within this document as parties to the work to be pertor ed nd at 11 work to be er - ed is dis osed in this document and/or its' accompalying approved plans and specifications. Si 4LTure ofOWNS or ONT TOR (Circle one) Date 1. This pe s ' ed based on the information provided in the permit application and accompanying Flans, and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting f a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicab ode or any or ' ance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief uilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat �idge PUBLIC WORKS Memorandum TO: Lauren Mikulak, Senior Planner FROM: Dave Brossman, Development Review Engineer DATE: October 19, 2017 SUBJECT: MS -16-05 & WCP-16-02 / Circle K, 3805 Kipling Street Civil Review. I have completed my eleventh review containing the Civil Construction Plans and Cost Estimates needed to allow phased development of the property located at 3805 & 3865 Kipling Street received on October 18, 2017. This Memo is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works. Please note that a Stormwater Maintenance Agreement (SMA) accompanied by an Operations and Maintenance (O & M) Schedule for both detention/WQ facilities shall be required prior to issuance of the first Certificate of Occupancy (refer to item 4e below). 1. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications. b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 2. PRECONSTRUCTION MEETING: A minimum of ten (10) days prior to commencement of any construction activities, the General Contractor shall schedule a Pre -Construction Meeting. Be advised that no Right-of-Wav Construction or Building Permits will be issued until this meeting has been held. Contact Russ Higgins, Field Services Supervisor at 303.235.2861 for further information. Circle K_3805 Kipling St_ FDR -CDs _OPC_Review-I l_ApprovalAndocx Public Works Engineering October 19, 2017 Page 2 Public Improvement Restoration/Debris Tracking: It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along Kipling Street and W. 381' Avenue as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. 4. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occupancy for the subdivision: a. Drainage Certification (1 signed & sealed hardcopy & I PDF scan): Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. The Drainage Certification Letter (DCL) shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans (1 signed & sealed hardcopy w/PDF & 1 AutoCAD drawing, 2013 DWG or older format): The following items shall be included in the As -Built Plan prior to City acceptance: i. Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 1. Drop Inlets, grate and invert elevations. ii. Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) iii. (Public) Street Improvements: 1. Curb and gutter (flowline elevations at max. 100' spacing). 2. Sidewalk spot elevations (random, at sufficient spacing to determine ADA -compliance). 3. Regulatory signage. As stated above, three (3) copies of the "As -Built" Plans are to be submitted as follows: Circle K_3805 Kipling St_FDR-CDs_OPC_Review-I l_Approval.ltr.docx Public Works Engineering October 19, 2017 Page 3 i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: One (1) file in AutoCAD 2013 DWG or older format, and one (1) file in PDF format (of the signed & sealed sheets). c. Stormwater Maintenance Agreement and O & M Plan: All post - construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker Stormcepter®, hydrodynamic separation systems such as a Contech Vortechs®, or for any other approved post -construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the first Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for additional information. 5. Materials Testing for any Construction within the Public Right -of -Way: It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) Circle K_3805 Kipling St FDR -CDs OPC_Review-11Approval. ltr.docx Public Works Engineering October 19, 2017 Page 4 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. Circle K_3805 Kipling S[_FDR-CDs_0PC_Review-1 I_ Approval.ltr.docx Public Works Engineering October 19, 2017 Page 5 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), 1 per 500 feet of roadway, Surveys for roadway and trench AASHTO M145 Sidewalk or pipe trench may be combined Moisture -Density Curve, 1 per on-site soil type AASHTO method determined AASHTO T99 1 per import material source By soil or materials type Embankment in-place density, 1 per 250 feet per lane per 6 -inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place 1 per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Lime treated subgrade in place 1 per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 Cement treated base in place 1 per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement 1 per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength 1 set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump 1 per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Circle K 3805 Kipling St_FDR-CDs_OPC_Review-I1 Approval.ltr.docx AAi City of � �7V heat �idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29"' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits anci.wheatridge co us FOR OFFICE USE ONLY Date: ion 12,)0i�l Plan/Pennit #711 ` 11 �i% / L dj / Q /J' Plan Review Fee: 4 C� oLl ) �p Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3805 Kipling St., Wheatridge, CO 80033 Property Owner (please print): Circle K Stores, LLC Phone: 720-489-6012 Property Owner Email: gfritzle@circlek.com Mailing Address: (if different than property address) Address: 3525 S. Tamarac Dr., Suite 325 City, State, Zip: Denver, CO, 80237 Architect/Engineer: Galloway & Company, Inc. Architect/Engineer E-mail: BryanPansing@Gailowayus.com Contractor: TBD Contractors City License #: TBD Contractor E-mail Address: TBD Sub Contractors: TBD Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: City License # Phone: 303-770-8884 Phone: TBD Mechanical: W.R. City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form 6C'C,,joA, Jay — M cb J MUCI,�nJ 7-l( Po 1, t3 J�-DWC V-6 Z. FR, Gi y 11-9 NUT SP2+NKL-64cl) City of Wh6at id g —� OlvtNtUN iTY DEVEI_CJP,btENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Addresg3ircle K #9870 3805 Kipling St. Permit #: General Contractor: Black Canyon Construction I Electrical Sub -Contractor Company Name: Phone State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date [Plumbing Sub -Contractor o Ob l :3 Denver Commercial Company Name: Plumbing, Inc Phone #: 303-762-1270 State License #: MP00179342 Master #: PC0000881 Wheat Ridge License #:051231 ' (required field) ax7/19/18 Signature of Authorized Agent Date I Mechanical Contractor I Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date 11t,L I -e � ULy Of � Wh6atPs,,d COMge MUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: General Contractor: Permit #: Electrical Sub -Contractor I Company Name: c_ Phone #: ZOO -7� `.5 7Y� State License #: _?R;3 Master #: v6 s Wh.eA Ridge License #:. / ?� V7 (required field) -AP Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: State License #: Phone #: Master #• Wheat;Ridge'License #: . (required field) Signature of Authorized Agent I Mechanical Contractor Company Name: Date Phone: Wheat Ridge License ..#:: `(required field) Signature of Authorized Agent Date A City of Wh6at joi.d - COMMUN 1TY DEVELOPMENTge SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: 3M5 1:i 12V hQ S-' Permit #: General Contractor: i -on I Electrical Sub -Contractor I Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent" Date Plumbing Su Company Name: Ij Phone #: State License #: 1 ':Master #: Wheat Ridge License #: (required field) i Signature of Authorized Agent Date I Mechanical Contractor Company Name: 2 of A hone: 7 Gov -32 3333 uired field) �311-1 Date 1 x t € COMMERCIAL : (Check all that apply) ❑ RESIDENTIAL NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Demolition and clearing of an outdated fuel stataion - replaced with a modern fuel station and car wash. All piping will be underground. The proposed convenience store is 5,015 SF, 5,354 canopy, and the proposed car wash is 920 SF. Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ C -store: $442,122; Car Wash: $81,107.2; Canopy: $620,172. Total: $1,143,401.20 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or THORIZED REPRESENTATI of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): Mike Cerbo21FEB17 DATE: DEPARTMENT USE'ONLY ZONINGCOMMMENTS;�1 Revir.� t t , r-7 BUILDING DEPARTMENT COMMENTS: - Reviewer: f vBG i G Lj�G,��LS okc �3/O(Pf1 OCCUPANCY. CLASSIFICATION:_ USS r-71 f VAL 3 a� Q3 -SoRo�r! . Get �-4K ti vi? Pv.84/G7�N P S N c i9r? T GF rf�v a �t�Gv7 L%.cEkC►�vuA./� GirrE� �7 SH.? -z1 8C' �EtC,/i A.�/ GsT1. l�.eior2 TD .B. r? /s.r�.�vcl:.. •.�.�•ge� Ct�77l=iG,�7�,V dui�:.�' P4,taysCS� .9-rtGH� /KEhi s.�f-�t-c- Dc z�av , Building Division Val I mss. I FOR OFFICE USE ONLY I OF City Date: City � f W heatK _ e MU Nl fl' DEVELOPMENT " - 1 Plan/Permit # Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 VvvPlan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm itsaci.wheatridge.co.us Building pp Permit Application Cb ')1`-agZol *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** 3805 Kipling St., Wheatridge, CO 80033 Property Address: Property Owner (please print): circle K stores, LLC Phone. 720-489-6012 Property Owner Email: gfritzle@circlek.com Mailing Address: (if different than property address) Address: 3525 S. Tamarac Dr., Suite 325 City, State, Zip: Denver, Co, 80237 Galloway & Company, Inc. Architect/Engineer: Architect/Engineer E-mail: BryanPansing@Gallowayus.com Contractor: TBD Contractors City License #: TBD Contractor E-mail Address: Sub Contractors: TBD Electrical: W.R. City License # Other City Licensed Sub: City License # TBD Plumbing: W.R. City License # 303-770-8884 Phone: Phone: TBD Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form COMMERCIAL ❑ RESIDENTIAL scription of work: (Check all that apply) NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE �] NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESIDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Demolition and clearing of an outdated fuel stataion - replaced with a modern fuel station and car wash. All piping will be underground. The proposed convenience store is 5,015 SF, 5,354 canopy, and the proposed car wash is 920 SF. Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) C -store: $442,122; Car wash: $81,107.2; Canopy: $620,172. Total: $1,143,401.20 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that 1 am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or THORIZED REPRESENTATIV of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): Mike Cerbo DATE: 21FEB17 ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ � a f City of Wheatdge PUBLIC WORKS Memorandum TO: Lauren Mikulak, Senior Planner FROM: Dave Brossman, Development Review Engineer DATE: October 19, 2017 SUBJECT: MS -16-05 & WCP-16-02 / Circle K, 3805 Kipling Street Civil Review. I have completed my eleventh review containing the Civil Construction Plans and Cost Estimates needed to allow phased development of the property located at 3805 & 3865 Kipling Street received on October 18, 2017. This Memo is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works. Please note that a Stormwater Maintenance Agreement (SMA) accompanied by an Operations and Maintenance (O & M) Schedule for both detention/WQ facilities shall be required prior to issuance of the first Certificate of Occupancy (refer to item 4c below). Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications. b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 2. PRECONSTRUCTION MEETING: A minimum of ten (10) days prior to commencement of any construction activities, the General Contractor shall schedule a Pre -Construction Meeting. Be advised that no Right -of -Way Construction or Building Permits will be issued until this meeting has been held. Contact Russ Higgins, Field Services Supervisor at 303.235.2861 for further information. Circle K_3805 Kipling St_FDR-CDs_OPC_Review-11 _Approval.Itr.docx Public Works Engineering October 19, 2017 Page 2 3. Public Improvement Restoration/Debris Tracking: It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along Kipling Street and W. 381i Avenue as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. 4. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occupancy for the subdivision: a. Drainage Certification (I signed & sealed hardcopy & 1 PDF scan): Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. The Drainage Certification Letter (DCL) shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans (1 signed & sealed hardcopy w/PDF & 1 AutoCAD drawing, 2013 DWG or older format): The following items shall be included in the As -Built Plan prior to City acceptance: i. Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 1. Drop Inlets, grate and invert elevations. ii. Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) iii. (Public) Street Improvements: 1. Curb and gutter (flowline elevations at max. 100' spacing). 2. Sidewalk spot elevations (random, at sufficient spacing to determine ADA -compliance). 3. Regulatory signage. As stated above, three (3) copies of the "As -Built" Plans are to be submitted as follows: Circle K_3805 Kipling St_ FDR -CDs _OPC_Review-11_Approval.ltr.docx Public Works Engineering October 19, 2017 Page 3 i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: One (1) file in AutoCAD 2013 DWG or older format, and one (l ) file in PDF format (of the signed & sealed sheets). c. Stormwater Maintenance Agreement and O & M Plan: All post - construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker Stormcepter®, hydrodynamic separation systems such as a Contech Vortechs®, or for any other approved post -construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the first Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for additional information. 5. Materials Testing for any Construction within the Public Right -of -Way: It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) Circle K_3805 Kipling St_FDR-CDs_OPC_Review-11_Approval. ltr.docx Public Works Engineering October 19, 2017 Page 4 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the, inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. Circle K_3805 Kipling St_ FDR -CDs _OPC_Review-I I_ ApprovaL(tr.docx Public Works Engineering October 19, 2017 Page 5 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), 1 per 500 feet of roadway, Surveys for roadway and trench AASHTO M145 Sidewalk or pipe trench may be combined Moisture -Density Curve, 1 per on-site soil type AASHTO method determined AASHTO T99 1 per import material source By soil or materials type Embankment in-place density, 1 per 250 feet per lane per 6 -inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place 1 per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Lime treated subgrade in place 1 per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 Cement treated base in place 1 per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement 1 per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength 1 set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump 1 per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Circle K_3805 Kipling St_FDR-CDs_OPC_Review-1 1_ Approval.ltr.docx city of COMMERCIAL/MULTI-FAMILY 'BWheat -Midge B UILDING PERMIT A PPLICA TION RE VIEW Date: 101,1914-01-7 Location: 3STi e_Z� ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: &.-'OK Not OK; refer to stipulations. 2. Drainage: a. Final Drainage Report and Plan required _L/ Yes No b. Drainage Letter and Plan required Yes _ No C. Site drainage/grading have been reviewed and are: _�/OK Not OK; see stipulations 3. CDPS Permit & SWMP Approved: �/Yes No N/A 4. ✓ Public Improvements to be completed: a. street paving/patching: ✓ Yes _ No b. curb & gutter/drivecut: ✓ Yes No C. sidewalk: / Yes No d. standard street lights: .— Yes _ No e. pedestrian lights: L.- Yes No f. storm sewer: _✓ Yes No _ g. Letter of Credit (LOC) required: t. -'Yes _ NONE-,--•>�$G�P.ot�! t,✓lt,�. jjC h. Funds in lieu of construction: Yes o 7.- If an LOC or funds in lieu of are required, for what improvements? oc 9-30, 3oD Aae Lo -r I + Gert Amount of the LOC or funds: $ 5. _� SIA/PIA required: ✓ Yes No 6. Traffic impact analysis required & approved: Yes No 7. Street Access Permit required: �C Yes No If yes, was it approved by the Director of Public Works? v Yes _ No S. V Does all existing roadway/alley R.O.W./mer meet t e standards of the City: �✓Ves _ No If not, what is required: IV Lig (pa 'By If R.O.W. is required, has the deed been received? 6—Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. t/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. X-61'.>el -7 Signature David F. Brossman, P.L.S. Date 10.-4 NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the following reason(s): Signature David F. Brossman, P.L.S. Date F'sertow foR P6,et.ie. ='wti° s iw A11,"V.v7- a= � 3t 11. V, Stipulations: 6O v.lv ,r�/ AM BV TWI-- 12. L,-' NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate of Occupancy. Rev 0&2013 City ol, V V heat RichTc fuBIIC_ WORKS City of Wheat Ridge Municipal Building 7500 W. 29`" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: 10 18 417 ADDRESS: 3905 15"p4/,V6 S�- Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. 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Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 08/08/2017 Project Address: 3805 Kipling Street, Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: Galloway & Company/Mike Cerbo Project Type/ Description: Circle K Fuel Facility and Car Wash Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I Gary E. Welp , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District V Westridge Sanitation District o Other Agency Notes: Plans have been reviewed and approved. Sewer Main Extension Agreement Pending Signature: Date: 08-23-2017 (Agency epresentative) Email: gwelp@rgengineers.com City or W heat [id 7 CITY OF WHEAT RIIXiIi BUILDING AND INSPEC I ION SERVI( FS DIVISION 7.500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303 235.2855. / 303.237,5029 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 08/08/2017 Project Address: 3805 Kipling Street, Wheat Ridge, CO 80033 Name of Firm/Individual submitting documents: Galloway & Company/Mike Cerbo Project Type/Description: Circle K Fuel Facility and Car Wash Signature of Firm Representative or individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, �'1t.�'Yl /�}L.1/�Gl._ , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) West Metro Fire Protection Arvada Fire Protection �> Wheat Ridge Water District 1)6 Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: in o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signature: (Agency Representative) / ,n Email: _ -edalA 6, Date: 8 ,1 f f �"' 433 S. Allison Parkway Lakewood, CO 80226 Bus: (303) 989-4307 Fax: (303) 989-6725 www.westinetrofire.org West Metro Fire Protection District Lauren Mikulak 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2852 Fax: 303-234-2852 www.ci.wheatridge.co.us Re: Case No. SUP -17-01 and WSP-17-01— Circle K. (3805 Kipling Street) Dear Ms. Mikulak, January 30, 2017 This property is within the West Metro Fire Protection District (WMFPD). Fire service will be . provided as long as provisions of the International Fire Code, 2012 edition, including amendments, are met in development. The cover page fire department information should be corrected to WMFPD. The emergency access and the existing fire hydrant are acceptable. The drive aisle along the northwest perimeter of the parking lot must be a designated emergency access easement. Development of the additional lot to the north will require site and building plan review to determine required fire protection features. Permits are required from the fire district for building core and shell, tenantimprovements, all work on automatic fire protection systems, all work on automatic fire detection systems, underground fire line, solar photovoltaic systems, radio amplification, and for the storage of hazardous materials including.the removal and. placement of fuel storage tanks. WMFPD reserves the right to provide additional comments/requirements at the time when plans are submitted and reviewed per applicable codes and amendments. If you have any questions contact me at 303-989-4307 extension 513 or e-mail: bkral(@westmetrofire.org. Res , Bruce Kral Fire Marshal "Whateuer It Takes"..To Serve CIRCLE K STORES Galloway SITE DEVELOPMENT PLAN owa A PORTION OF THE SE 1/4 OF SECTION 21, T. 3 S., R. 69 W., OF THE 6TH P.M. m -- COUNTY OF JEFFERSON, STATE OF COLORADO 1 % 1 lie•."�,— 3605 KIPLING STREET rjs ;O O -- d 1 I o 0 e r� .w� p f a x D wuDDB�WPAPIrrt ,* µ �c� amrz� I fi i r I ow t 10 - I I I . i i I ��,.SSLLTL7i� I � _ 1 -'*`r City of Wheat Ridge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: l0bPAP1 `7 Location of Construction: 396,'5 44 P1?&IAIA, 57-R-AEFil—'::� Purpose of Construction: A( G, Ole C4 E7 je Single Family Commercial C Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Familv Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multi-Family Review Fees: (Fees include reviews of the Is' and 2 nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee: .................................................... $600.00 • Trip Generation Study Review Fee: .................................................. $200.00 • Stormwater Management Plan (SWMP) Review Fee: ....................... $100.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 Multi -Family tri �i $_ SOD . Da $ lnDD.-->d $_ It�D+ Db $ J00. db ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal ('/z initial review fee): .................................................... $300.00 $ 304-C>0 ih 4 submittal (full initial review fee): ................................................. $600.00 $_ (cOD. b 4D All subsequent submittals: .................................. $600.00 $ ZfaD• ©b (Full initial review fee) iFDR R� v 1 C W 5 T �r S TOTAL REVIEW FEES (due at time of Building Permit issuance): 3 1060. p a PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 06/13 P� of C04 � O 3805 Kipling Street �RI DN Circle K Store 547 1. Store and carwash Back Flow valve must have a 3`d party insp ion. Response: Noted. 2. On Sheet A1.0 the maximum allowable travel distance for 2012 IBC require for a non-sprinkled building for mercantile. You show 250 feet for your exit requirements. Response: Travel distance has been corrected to 200 ft on sheet A1.0 per 2012 IBC requirements. 3. Please add 3805 Kipling address to front sheet. Response: Address of 3805 Kipling Street has been added to cover sheet G1.0 and project titleblock. 4. Please provide truss-drawing packets. Response: Truss Drawings are available and included in this submittal 5. Please sign the Envelope Compliance Certificate. Response: Envelope compliance certificate ,has been wet signed by the Architect of Record. 6. On sheet M1.2.3 in the Code information text, please add 2014 NEC. Response: This will be included in our subsequent submittal 7. Please show Backflow preventer inspected by third party inspection. Response: This will be included in our final subsequent submittal 8. Please provide letter of warranty from the TPO manufacturer prior to construction. Response: Sample letter of warranty will be furnished to the city prior to construction. 9. Please Form Board Survey prior to construction. Response: A form board survey will be provided prior to construction 10. Please provide door, window, hardware schedule for the C-Store Response. Convenience store door, window, and hardware schedule has been provided on sheet A6.0, please reference this sheet for further information. 11. Please provide type and thickness of safety glazing: Response: Please reference Material Note #2 on sheet A6.0 for requested information on type and thickness of sofetV glazing. 12. We will need engineer inspection reports for all concrete work; the building division will require Re-bar inspections and copies of the engineer inspection reports. Response: Understood, 13. Signs on building permitted separately. Response: Understood 14. Will there be a stand by generator Response: A stand by generator may be needed, but if so, it will be coordinated by the GC. 15. 6" address numbers will be required on the structure visible from the street. Response: Key note 14 on sheet A2.1 has been revised to show 6"' instead of 8" tall address numbers and has been amended to indicate numbers must be visible from the street. 16. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. Response. UnGerstoccL 17. Prior to CO or final, the GC shall provide as built in PDF. Response: Understood. 18. Please respond the questions above and give reference to where they can be located on the sheet. Response: Understood, all responses will reference the corresponding location of the requested information in the plan set. 19. Sheets resubmitted are your responsibility to reinsert into plans, please leave the old ones you take out in the office. Response: Understood. 20. These plans submitted as not for construction. When the final plans are submitted there may be additional questions once they are reviewed. Response: Understood. eCOMcheck Software Version 4.0.5.2 �(J Interior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Construction Site: 3805 Kipling Street Wheat Ridge, CO 80033 Allowed Interior Lighting Power 2012 IECC CIRCLE K - CAR WASH #LDC004 Addition Owner/Agent: GARY FRITZLER Circle K Stores, Inc. 3525 S. Tamarac Drive Suite 325 Denver, CO 80237 720-489-6012 A Area Category Designer/Contractor: ROGER BARRINGER Galloway & Company 6162 S. Willow Drive Greenwood Village, CO 80111 303-770-8884 rogerbrringer@gallowayus.com B C D Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1 -Unconditioned automated car wash (Automotive:Service/repair) 920 0.70 644 Total Allowed Watts = 644 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Waft. 1 -Unconditioned automated car wash (Automotive: Service/repair) LED 1: Other: LED 2: Other: Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design rE specifications, and other calculations submitted with this permit designed to meet the 2012 IECC requirements in COMcheck V1111 requirements listed in the Inspection Checklist. David Jessen - Electrical Engineer Name - Title Signature 1 6 60 360 1 4 58 232 Total Proposed Watts = 592 I in this document is consistent with the building plans, m *ppop ed i terior lighting systems have been KQ:any applicable mandatory m DnrEta m j 1/6/2017 f S Date City of 50895-, Wheat Ridge !I/Is I/` J Building Division Dass L} vhf wrw,Yt: _ nyvrowl oJpas ondflOnlpY(OtiOl4sholl»9 ;9 oV.Jof MVvfo4tiD.to u�rs}Mri+oNsbos o/tAr OWldi^Y CWk'G�� adNonces. Flc�w�#� !a^ 0 to 0�e outhorlty ro vlobtt of tancetehe Mous one view ewwmv C*M or orhn or""Ces of the city SW not be Mhd Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 1 of 7 COMcheck.cck COMcheck Software Version 4.0.5.2 Exterior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Exterior Lighting Zone Construction Site: 3805 Kipling Street Wheat Ridge, CO 80033 Allowed Exterior Lighting Power A Area/Surface Category 2012 IECC CIRCLE K - CAR WASH #LDC004 Addition 2 (Neighborhood business district) Owner/Agent: GARY FRITZLER Circle K Stores, Inc. 3525 S. Tamarac Drive Suite 325 Denver, CO 80237 720-489-6012 B Quantity Designer/Contractor: ROGER BARRINGER Galloway & Company 6162 S. Willow Drive Greenwood Village, CO 80111 303-770-8884 rogerbrringer@gallowayus.com C D E Allowed Tradable Allowed Watts Watts / Unit Wattage (B X C) Main entry 26 ft of door 20 Yes 520 Total Tradable Watts (a) = 520 Total Allowed Watts = 520 Total Allowed Supplemental Watts (b) = 600 (a) Wattage tradeoffs are only allowed between tradable areas/surfaces. (b) A supplemental allowance equal to 600 watts may be applied toward compliance of both non -tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Main entry (26 ft of door width): Tradable Wattage Equipment Room entry: Other: 1 4 42 168 Total Tradable Proposed Watts = 168 Exterior Lighting Compliance Statement Compliance Statement. The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed exterior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. David Jessen - Electrical Engineer Name - Title 1/6/2017 1/6/2017 Date Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 2 of 7 COMcheck.cck COMcheck Software Version 4.0.5.2 Inspection Checklist Energy Code: 2012 IECC Requirements: 76.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Re .ID C103.2 Plans, specifications, and/or ❑Complies Requirement will be met. [PR4]1 calculations provide all information ❑Does Not with which compliance can be []Not Observable determined for the interior lighting ❑Not Applicable and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. _ C103.2 Plans, specifications, and/or ❑Complies Requirement will be met. [PR8]1 calculations provide all information []Does Not with which compliance can be ❑Not Observable determined for the exterior lighting ❑Not Applicable and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C406 Plans, specifications, and/or ❑Complies Requirement will be met. [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) I Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 3 of 7 COMcheck.cck Section # Rough -In Electrical Inspection Complies? Comments/Assumptions & Re .ID C405.2.2. Automatic controls to shut off all ❑Complies Requirement will be met. 1 building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable ❑Not Applicable C405.2.1. Independent lighting controls installed ❑Complies Requirement will be met. 1 per approved lighting plans and all ❑Does Not [EL23]2 manual controls readily accessible and ❑Not Observable visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ❑Complies Requirement will be met. 2 reduce the lighting load by at least ❑Does Not [EL15]1 50%. ❑Not Observable ❑Not Applicable C405.2.2. Daylight zones provided with ❑Complies Requirement will be met. 3 individual controls that control the ❑Does Not [EL16]2 lights independent of general area ❑Not Observable lighting. ❑Not Applicable C405.2.3 Sleeping units have at least one ❑Complies Requirement will be met. [EL17]3 master switch at the main entry door ❑Does Not that controls wired luminaires and ❑Not Observable switched receptacles. ❑Not Applicable C405.2.2. Occupancy sensors installed in ❑Complies Requirement will be met. 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable []Not Applicable C405.2.2. Primary sidelighted areas are ❑Complies Requirement will be met. 3 equipped with required lighting []Does Not [EL20]1 controls. ❑Not Observable ❑Not Applicable C405.2.2. Enclosed spaces with daylight area ❑Complies Requirement will be met. 3 under skylights and rooftop monitors ❑Does Not [EL21]1 are equipped with required lighting ❑ Not Observable controls. ❑Not Applicable C405.2.4 Automatic lighting controls for exterior ❑Complies Requirement will be met. [EL25]2 lighting installed. ❑Does Not ❑Not Observable ❑Not Applicable C405.2.3 Separate lighting control devices for ❑Complies Requirement will be met. [EL4]1 specific uses installed per approved ❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.3 Fluorescent luminaires with odd ❑Complies Requirement will be met. [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot ❑Not Applicable edge to edge (if pendant or surface mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per ❑Complies [EL6]1 face. ❑Does Not []Not Observable ❑Not Applicable 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 4 of 7 COMcheck.cck # I Rough -in Electrical InspectionI Complies? Comments/Assumptions & Req.ID C405.6 Exterior grounds lighting over 100 W ❑Complies Requirement will be met. [EL24]1 provides >60 Im/W unless on motion ❑Does Not sensor or fixture is exempt from scope ❑Not Observable of code or from external LPD. ❑Not Applicable C405.2.3 Additional interior lighting power ❑Complies [EL8]1 allowed for special functions per the ❑Does Not approved lighting plans and is ❑Not Observable automatically controlled and ❑Not Applicable separated from general lighting. Additional Comments/Assumptions: 1 1 High Impact (Tier 1) 12 IMedium Impact (Tier 2) 3 I Low Impact (Tier 3) 'i Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K- LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 5 of 7 COMcheck.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.5. Furnished as -built drawings for []Complies 1 electric power systems within 30 days ❑Does Not [FI16]3 of system acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 2 [F117]3 building owner or designated representative. ❑Not Observable ❑Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [FI18]1 lighting power is consistent with what ❑Does Not is shown on the approved lighting ❑Not Observable plans, demonstrating proposed watts ❑Not Applicable are less than or equal to allowed watts. C405.6.2 Exterior lighting power is consistent ❑Complies See the Interior Lighting fixture schedule for values. [F119]1 with what is shown on the approved ❑Does Not lighting plans, demonstrating ❑Not Observable proposed watts are less than or equal ❑Not Applicable to allowed watts. C408.3 Lighting systems have been tested to ❑Complies [F133]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable C408.3 Lighting systems have been tested to ❑Complies Requirement will be met. [F148]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies Requirement will be met. [FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) j Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 6 of 7 COMcheck.cck Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 7 of 7 COMcheck.cck COMcheck Software Version 4.0.5.1 Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: Wheat Ridge, CO li� ill 111P! 11111 1; Fill 2012 IECC Circle K Wheat Ridge, Colorado 5b New Construction Owner/Agent: Michael Scarbrough Land Development Consultants, LLC, 11811 N. Tatum Blvd. Bldg B, Suite 1051 Phoenix, AZ 85028 602-850-8101 mike@ldcaz.com Designer/Contractor. Kristoffer Kenton Galloway 6162 S. Willow Drive Ste. 320 Greenwood Village, CO 80111 Additional Efficiency Package Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity System Type & Description Rooftop Units (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 200 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Cooling: 1 each - Single Package DX Unit, Capacity = 116 kBtu/h, AinC,00led Condenser, Air Economizer Proposed Efficiency = 11.30 EER, Required Efficiency: 11.00 1�� city of Fan System: FAN SYSTEM 1 -- Compliance (Motor nameplate HF od) :$se�t��`, .. �OM►tl7Nt7'tr ®lYeLtrO1'MEI:T Fans: FAN 1 Supply, Constant Volume, 4000 CFM, 3.6 motor nameplate hp APPROVED Water Heater 1: for C4de ComoNan" Electric Storage Water Heater, Capacity: 80 gallons w/ Circulation Pump Proposed Efficiency: 0.99 EF, Required Efficiency: 0.82 EF Mechanical Compliance Statement Compliance Statement. The proposed mechanical design specifications, and other calculations submitted with this designed to meet the 2012 IECC requirements in COMch t�requirements listed in the Inspection Checklist. �✓�Yl C+ (i'rt+��.."_ �/�(�J-G1�1�1t "t' J �.'-/j .h7i Name - Title Sia City of Wheat Ridge Building Division is consistent with the building plans, ad mechanicalvsystepasrtaave been dy with any apla4eabtaumanclatory �,:%t w o the / — 7 shall ewe he cnhd. f Date f Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 1 of 9 Ridge.cck COMcheck Software Version 4.0.5.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 45.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section _T # Plan Review Complies? Comments/Assumptions & Re .ID C103.2 Plans, specifications, and/orK:51--plies Requirement will be met. [PR2]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C103.2 Plans, specifications, and/or omplies Requirement will be met. [PR3]' calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the service water ❑Not Applicable heating systems and equipment and « document where exceptions to the standard are claimed. Hot water system sized per manufacturer's i sizing guide. C406 Plans, specifications, and/or PCComplies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 2 of 9 Ridge.cck Section # I Footing / Foundation Inspection I Complies? Comments/Assumptions & Rea.117 C403.2.4. "Freeze protection and snow/ice ❑Complies Exception: Requirement does not apply. 5 ;melting system sensors for future ❑Does Not [F09 ]3 connection to controls. ❑Not Observable DNot Applicable C402.2.8 , Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ODoes Not insulated to >=R-3.5. ❑Not Observable t Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 12 IMedium Impact (Tier 2) 3 Low Impact(Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 3 of 9 Ridge.cck # & Reg.ID Plumbing Rough -In Inspection Complies? Comments/Assumptions C404.3 Temperature controls installed on W omplies Requirement will be met. [PL5]3 service water heating systems (110 F ❑Does Not for dwelling units and lavatories in ❑Not Observable public restrooms and 90 F for other ❑Not Applicable occupancies.) rC404.4 Automatic time switches installed to omplies Requirement will be met. [PL3]1 automatically switch off the ❑Does Not recirculating hot-water system or heat ❑Not Observable trace. ❑Not Applicable 1 Additional Comments/Assumptions: 1 jHigh Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 4 of 9 Ridge.cck Section ❑Not Observable # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Re .1D (ME66]2 by variable speed drive, have a vane- ODoes Not ' C403.2.3 ', HVAC equipment efficiency verified. 25mplies See the Mechanical Systems list far values. [ME55]2 ❑Does Not demand.Applicable C403.4.2 ❑Not Observable ❑Complies Exception: Requirement does not apply. t[ME66]2 by variable speed drive, have a vane- ❑Not Applicable 1 C403.2.5. Demand control ventilation provided Complies Exception: Systems with design outdoor air of less than 1200 I 1 for spaces >500 sq.ft. and >25 :❑Does Not cfm. [ME59]1 people/1000 sq.ft. occupant density ❑Not Observable [ME57]1 systems meeting Table 0403.2,6 and served by systems with air side ❑Not Applicable ❑Not Observable economizer, auto modulating outside []Not Applicable air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. Complies Requirement will be met. [ME60]2 Where ducts or plenums are installed❑Does Not in or under a slab, verification may ❑Not Observable need to occur during Foundation ❑Not Applicable Inspection. C403.2.8. Piping Insulation exposed to weather Complies Requirement will be met. 1 'is protected from damage (due to sun, []Does Not [ME7]3 moisture, wind, etc.}. ❑Not Observable ❑Not Applicable j C403.2.8 '.Thermally ineffective panel surfaces of;❑Complies Exception: Requirement does not apply. (ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. QfVAF~Observable &Not . pplicable C403.2.7 :Ducts and plenums sealed based on Complies Requirement will be met. (MEJO]2 "static pressure and location. ❑Does Not ❑Not Observable []Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [MEll]3 ❑iVDL•Observable i ®Not Applicable C403.3.1, :Air economizers provided where Complies Requirement will be met. C403.3.1. required, meet the requirements for ❑Does Not 1 design capacity, control signal, ventilation controls, high -limit shut-off, ❑Not Observable i[ME62]1 integrated economizer control, and ❑Not Applicable provide a means to relieve excess I outside air during operation. C408.2,2. Air outlets and zone terminal devices Complies Requirement will be met. j 1 have means for air balancing. ❑Does Not 11 High Impact (Tier 1) 2 Medium Impact (Tier 2} 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 5 of 9 Ridge.cck ❑Not Observable ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. 1 (ME66]2 by variable speed drive, have a vane- ODoes Not ' ;axial fan with variable pitch blades, or []Not Observable 'have controls to limit fan motor demand.Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. t[ME66]2 by variable speed drive, have a vane- ❑Does Not 1 ;axial fan with variable pitch blades, or ❑Not Observable ;have controls to limit fan motor QN r Applicable I demand. !C403.2.6 Exhaust air energy recovery on IDComplies AA'C -n-1 ; 7c> CrAn / —7 `• [ME57]1 systems meeting Table 0403.2,6 ❑Does Not ❑Not Observable []Not Applicable 11 High Impact (Tier 1) 2 Medium Impact (Tier 2} 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 5 of 9 Ridge.cck Section # I Mechanical Rough -In Inspection I Complies? Comments/Assumptions & Req.ID C403.2.11 ; Unenclosed spaces that are heated [ME71]2 use only radiant heat. Additional Comments/Assumptions: ❑Complies ❑Does Not ❑Nos Observable a of Applicable Exception: Requirement does not apply. 1 JHigh Impact (Tier 1) 12 IMedium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K wheat Page 6 of 9 Ridge.cck & Req.iD C403.2.4. 1 [FI47]3 Final Inspection ( Complies? Comments/Assumptions ;Heating and cooling to each zone is tJComplies Requirement will be met. controlled by a thermostat control. ❑Does Not Minimum one humidity control device ❑Not Observable ;per installed humidification/dehumidification ❑Not Applicable ❑Not Observable C403.2.4. C403.2.4. 'Thermostatic controls have a 5 °F LfComplies Requirement will be met. 2 deadband. ❑Does Not [1`138]3 backup ❑Not Observable C403.2.4. '.Systems include optimum start ❑Not Applicable IC403.2,4. ;Temperature controls have setpoint 2Complies Requirement will be met. 2 overlap restrictions, ❑Does Not �[F120]3 calibration and adjustment of controls. []Not Observable i ❑Not Observable C408.2.5. Furnished HVAC as -built drawings ❑Not Applicable C403.2.4. Each zone equipped with setback hdComplies Requirement will be met. i3 controls using automatic time clock or ❑Does Not [1`139]3 programmable control system. ❑Not Observable ❑Noj Applicable IC403.2.4. Automatic Controls: Setback to 55°F tJCompiies Requirement will be met 13 (heat) and 85°F (cool); 7 -day clock, 2- ❑Does Not [F140]3 hour occupant override, 10 -hour ❑Not Observable [FI43]1 backup ❑Not -Applicable C403.2.4. '.Systems include optimum start ffComplies Requirement will be met. 3.3 controls. ❑Does Not (1`]41]3 tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. []Not Observable i ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not [1`[7]3 acceptance. ❑Not Observable []Not Applicable IC303.3, Furnished 0&M manuals for HVAC ❑Complies lC408.2.5. systems within 90 days of system ❑Does Not 13 acceptance. []Not Not Observable ❑Not Applicable (C408.2.5. An air and/or hydronic system LJComplies 3 balancing report is provided for HVAC ❑Does Not [FI43]1 systems. ❑Not Observable ❑Not Applicable !C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable C404.3 'Public lavatory faucet water Ctompiies Requirement will be met. [FI11]3 temperature <=110°F. ❑Does Not ❑Not Observable j ❑Not Applicable C404.5 All piping in circulating system (F125)2 insulated I-fComplies Requirement will be met. ❑Does Not ❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3} Project Title: Circle K Report date: 01/05117 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 7 of 9 Ridge.cck Section _ - — # Final Inspection Complies? Comments/Assumptions & Re .ID C404.6 ;Controls are installed that limit the ITComplies Requirement will be met. [FI12]3 ;operation of a recirculation pump ❑Does Not ;installed to maintain temperature of a ❑Not Observable. ;storage tank. ❑No pplicable C403.2.2 HVAC systems and equipment Complies Requirement will be met. [FI27]3 capacity does not exceed calculated E❑Does Not loads. ❑Not Observable ❑Not Applicable C408.2.1 Commissioning plan developed by ❑Complies [F128]1 registered design professional or :❑Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [F129]1 completed and certified by registered ❑Does Not design professional or approved ❑Not Observable agency. Applicable C408.2.5. -.[]Not Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [FI30]1 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [FI31]1 ❑Not Observable ❑Not Applicable C408.2.3. Economizers have been tested to ❑Complies 3 ensure proper operation. ❑Does Not [F132]1 ❑Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies (FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 8 of 9 Ridge.cck Project Title: Circle K Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 9 of 9 Ridge.cck COMchec% Software Version 4,0.5.1 Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 3805 Kipling Street Wheat Ridge, CO 80033 Mechanical Systems List 2012 IECC CIRCLE K - CAR WASH #LDC004 Wheat Ridge, Colorado 5b Addition Owner/Agent: GARY FRITZLER Circle K Stores, Inc. 3525 S. Tamarac Drive Suite 325 Denver, CO 80237 720-489-6012 Quantity System Type & Description 1 Car Wash heater (Single Zone): Heating: 1 each - Radiant Heater, Gas, Capacity = 100 kBtu/h No minimum efficiency requirement applies Fan System: None Equipment Room Unit Heater (Unknown): Heating: 1 each - Unit Heater, Electric, Capacity = 34 kBtu/h No minimum efficiency requirement applies Fan System: FAN SYSTEM 1 -- Compliance (Motor nameplate HP method) : Passes Designer/Contractor: ROGER BARRINGER Galloway & Company 6162 S. Willow Drive Greenwood Village, CO 80111 303-770-8884 rogerbrringer@gallowayus.com City of Wheat Ridge Fans: FAN 1 Supply, Constant Volume, 1550 CFM, 0.0 motor nameplate hp Building Division 1 Snowmelt Boiler (Single Zone): Heating: 1 each - Other, Gas, Capacity = 183 kBtu/h No minimum efficiency requirement applies Fan System: None ®• w heat Mechanical Compliance Statement---.—n�torm'"s Compliance Statement: The proposed mechanical design repres ent is con ' with the building plans, specifications, and other calculations submitted with this per Y arr I systems have been designed to meet the 2012 IECC requirements in COMcheck 0 t y with arty_ mandatory requirements listed in the Inspection Checklist. (� f d! Us Galloway & Comapny Name - Title Signa John C. Palmer, P.E. Dale,. _� Date eIn of am sSacif=arm^% The. 61"".Ce of o permit a ap piar o f, sr+Y „ gown to rA �0ht_ � ptfyn, she not be o f""na 1o• or on ow ��Mrs. Ptrt^� oa M Wo"`s`ons of the W"" co or of onY CoY of tft ysyurnotp to 44e outhwltY to yiobte d soncet tdx codes Of OdW oadinanas of tht Ciro shah no be+� Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004 Car Wasl- Page 1 of 8 COMcheck.cck COMcheck Software Version 4.0.5.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 76.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ------- Complies Requirement will be met. [PR211 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C406 Plans, specifications, and/or C mplies Requirement will be met. A [PR9)' calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 IMedium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004 Car Wasl- Page 2 of 8 COMcheck.cck Section # Footing / Foundation Inspection Complies? & Re�Sectio; Comments/Assumptions C403.2.4.: Freeze protection and snow/ice Complies Requirement will be met. 5 melting system sensors for future ❑Does Not [F0913 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: i High Impact (Tier i) 2 1Medium Impact (Tier 2} 3 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: HACircle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004 Car WasF Page 3 of 8 COMcheck.cck Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Re .ID C403.2.3 HVAC equipment efficiency verified. Complies See the Mechanical systems list for values. [ME55]2 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.5. Demand control ventilation provided ❑Complies Exception: Requirement does not apply. 1 for spaces >500 sq.ft. and >25 ❑Does Not [ME59]1 people/1000 sq.ft. occupant density ❑ of Observable and served by systems with air side Rot economizer, auto modulating outside Applicable air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. ❑Complies Exception: Requirement does not apply. [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab, verification may ❑I of Observable need to occur during Foundation art Inspection. Applicable C403.2.8 HVAC piping insulation thickness. ©Complies Exception: Piping within HVAC equipment. [ME61]2 Where piping is installed in or under a ❑Does Not slab, verification may need to occur ❑Not Observable during Foundation Inspection. ❑riot Applicable C403.2.8 HVAC piping insulation thickness. Womplies Requirement will be met. [ME61]2 Where piping is installed in or under a ❑Does Not slab, verification may need to occur ❑Not Observable during Foundation Inspection. ❑ t Applicable C403.2.8. Piping Insulation exposed to weather gComplies Requirement will be met. 1 is protected from damage (due to sun, ❑Does Not [ME7]3 moisture, wind, etc.). ❑Not Observable ❑Not Applicable C403.2.8 Thermally ineffective panel surfaces of ❑Complies Exception: Requirement does not apply. [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑yt Observable L t Applicable C403.2.7 Ducts and plenums sealed based on EirComplies Requirement will be met. [ME10]2 static pressure and location. ❑Does Not ❑Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in, water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑I�bet Observable ©"Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ M E1113 1714ot Observable TNot Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑fj40t Observable Not Applicable _ C408.2.2. Air outlets and zone terminal devices ❑Complies Exception: Requirement does not apply. 1 have means for air balancing. ❑Does Not [ME53]3 ❑p14t Observable Not Applicable 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wasl- Page 4 of 8 COMcheck.cck Section # Mechanical Rough -In inspection Complies? Comments/Assumptions & Re .ID C403.4.2 VAV fan motors >=7.5 hp to be driven❑Complies Exception: Requirement does not apply. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑06t Observable have controls to limit fan motor demand. ErNot Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ,, ot Observable have controls to limit fan motor demand. UEIN of Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑�bt Observable y have controls to limit fan motor demand. Not Applicable C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.6 ❑Does Not ,❑Not Observable ONot Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies Exception: Requirement does not apply. [ME71]2 use only radiant heat. ❑Does Not ❑Nyt.Observable C? of Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: HACircle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004 Car Wash Page 5 of 8 COMcheck.cck Section # Final Inspection Complies? Comments/Assumptions & Re .ID C403.2.4. Heating and cooling to each zone is Complies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification []Not Applicable system. C403.2.4. Heating and cooling to each zone is LKComplies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification ❑Not Applicable system. C403.2.4. Heating and cooling to each zone is 19Complies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device []Not Observable per installed humidification/dehumidification ❑Not Applicable system. C403.2.4. Thermostatic controls have a 5 °F Complies Requirement will be met. 2 deadband. ❑Does Not [FI38]3 ❑Not Observable ❑ t Applicable C403.2.4. Temperature controls have setpoint 9complies Requirement will be met. 2 overlap restrictions. ❑Does Not [F120]3 []Not Observable ❑ t Applicable C403.2.4. Each zone equipped with setback ffComplies Requirement will be met. 3 controls using automatic time clock or ❑Does Not [FI39]3 programmable control system. ❑Not Observable ❑ t Applicable C403.2.4. Automatic Controls: Setback to 55°F Cies Exception: Requirement does not apply. 3 (heat) and 85°F (cool); 7 -day clock, 2- ❑Does Not [F140]3 hour occupant override, 10 -hour ❑ t Observable backup Not Applicable C403.2.4. Systems include optimum start ffComplies Requirement will be met. 3.3 controls. ❑Does Not [F]41]3 ❑Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not (F17]3 acceptance. ❑Nat Observable ❑Not Applicable C303.3, Furnished O&M manuals for HVAC ❑Complies C408.2.5. systems within 90 days of system ❑Does Not 3 [F18]3 acceptance. ❑ Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. OObservable Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable 111 High Impac I Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car WasF Page 6 of 8 COMcheck.cck Section # Final inspection Complies? Comments/Assumptions & Re .ID C403.2.2 'HVAC systems and equipment WComplies Requirement will be met. [FI27j3 capacity does not exceed calculated ❑Does Not loads. ❑Not Observable ❑Not Applicable C408.2.1 Commissioning plan developed by ❑Complies [FI2811 registered design professional or ❑Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [FI2911 completed and certified by registered ❑Does Not design professional or approved ❑Not Observable agency. []Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F13011 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [FI3111 ❑Not Observable, []Not Applicable C406 Efficient HVAC performance, efficient❑Complies Requirement will be met. [F1341? lighting system, or on-site supply of []Does Not .renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) Fill -ow Impact (Tier 3) Project Title: CIRCLE K -CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 7 of 8 COMcheck.cck Project Title: CIRCLE K - CAR WASH #LDC004 Report date: 01/05/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Ldc004_Car Wash Page 8 of 8 COMcheck.cck 6�( COMcheck Software Version 4.0.5.2 Interior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Construction Site: Wheat Ridge, CO 2012 IECC Circle K New Construction Owner/Agent: Michael Scarbrough Land Development Consultants, LLC. 11811 N. Tatum Blvd. Bldg B, Suite 1051 Phoenix, AZ 85028 602-850-8101 mike@ldcaz.com Designer/Contractor: Kristoffer Kenton Galloway 6162 S. Willow Drive Ste. 320 Greenwood Village, CO 80111 Additional Efficiency Package Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Wafts (ft2) Wafts / ft2 (B X C) 1 -Convenience Store (Retail) 4616 1.30 6001 Total Allowed Watts = 6001 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Waft. 1 -Convenience Store (Retail) LED Troffer 2x4: ZR24-40L-40K-10V: LED Panel 38W: 1 41 38 1558 LED Troffer 2x4 Emergency: ZR24-40L-40K-10V-EB14: LED Panel 38W: 1 7 38 266 LED Recessed 6" round: KR6-20L-40K-120V-1OV: Other: 1 7 30 210 LED Recessed 6" round: KR6-30L-40K-120V-10V: Other: 1 3 30 90 LED Surface Ambient: LS440L-40K: Other: 2 6 44 264 LED Surface Wet 1x4, Walk-in Coo: WS4-63L-50K-FD: Other: 1 9 64 576 LED Surface Wet 1x4, Walk-in Coo: WS4-50L-50K-FD: Other: 1 2' 102 Total Pro d„ 3066 �nterior Lighting PASSES: Design 49% better than code a • s waJeM�wu Interior Lighting Compliance Statement 114"luwx3SUOU Compliance Statement: The proposed interior lighting design represented4nt is te04 h tluilding plans, specifications, and other calculations submitted with this permit application. he proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.5.2 and to comply with any applicable mandatory City of requirements listed in the Inspection Checklist. supmemiNFIMIM Wheat Ridge omVvav Building Division r Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 1 of 9 Ridge.cck David Jessen - Electrical Engineer Name - Title 1/6/2017 Date Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 2 of 9 Ridge.cck n�( COMcheck Software Version 4.0.5.2 Exterior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Exterior Lighting Zone Construction Site: Wheat Ridge, CO Allowed Exterior Lighting Power A Area/Surface Category 2012 IECC Circle K New Construction 2 (Residential mixed use area) Owner/Agent: Michael Scarbrough Land Development Consultants, LLC. 11811 N. Tatum Blvd. Bldg B, Suite 1051 Phoenix, AZ 85028 602-850-8101 mike@ldcaz.com B Quantity Designer/Contractor: Kristoffer Kenton Galloway 6162 S. Willow Drive Ste. 320 Greenwood Village, CO 80111 C D E Allowed Tradable Allowed Watts Watts / Unit Wattage (B X C) Main entry 6 ft of door 20 Yes 120 Total Tradable Watts (a) = 120 Total Allowed Watts = 120 Total Allowed Supplemental Watts (b) = 600 (a) Wattage tradeoffs are only allowed between tradable areas/surfaces. (b) A supplemental allowance equal to 600 watts may be applied toward compliance of both non -tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Main entj)� (6 ft of door width): Tradable Wattage LED Recessed 6" Round: LR6-18L-40K: Other: 12 22 264 Total Tradable Proposed Watts = 264 a - 9-i- ....�„',1J�.w'r.- Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed exterior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.5.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. David Jessen - Electrical Engineer DO L/r✓1/6/2017 Name - Title Siqnature r. Date Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 3 of 9 Ridge.cck COMcheck Software Version 4.0.5.2 Inspection Checklist Energy Code: 2012 IECC Requirements: 34.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans, specifications, and/or ❑Complies [PR4]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the interior lighting ❑Not Applicable and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C103.2 Plans, specifications, and/or ❑Complies [PR8]1 calculations provide all information ❑Does Not with which compliance can be []Not Observable determined for the exterior lighting ❑Not Applicable and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable' determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 4 of 9 Ridge.cck Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 5 of 9 Ridge.cck Section # Rough -in Electrical Inspection Complies? Comments/Assumptions & Re .ID C405.2.2. Automatic controls to shut off all ❑Complies 1 building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable ❑Not Applicable C405.2.1. Independent lighting controls installed ❑Complies 1 per approved lighting plans and all ❑Does Not [EL23]2 manual controls readily accessible and ❑Not Observable visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ❑Complies 2 reduce the lighting load by at least ❑Does Not [EL15]1 50%. ❑Not Observable ❑Not Applicable C405.2.2. Daylight zones provided with ❑Complies 3 individual controls that control the []Does Not [EL16]2 lights independent of general area ❑Not Observable lighting. ❑Not Applicable C405.2.3 Sleeping units have at least one ❑Complies [EL17]3 master switch at the main entry door ❑Does Not that controls wired luminaires and ❑Not Observable switched receptacles. ❑Not Applicable C405.2.2. Occupancy sensors installed in ❑Complies 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable ❑Not Applicable C405.2.2. Primary sidelighted areas are ❑Complies 3 equipped with required lighting ❑Does Not [EL20]1 controls. ❑Not Observable ❑Not Applicable C405.2.2. Enclosed spaces with daylight area ❑Complies 3 under skylights and rooftop monitors ❑Does Not [EL21]1 are equipped with required lighting ❑Not Observable controls. ❑Not Applicable C405.2.4 Automatic lighting controls for exterior ❑Complies [EL25]2 lighting installed. ❑Does Not [-]Not Observable ❑Not Applicable C405.2.3 Separate lighting control devices for ❑Complies [EL4]1 specific uses installed per approved ❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.3 Fluorescent luminaires with odd []Complies [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot ❑Not Applicable edge to edge (if pendant or surface mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per ❑Complies [EL6]1 face. ❑Does Not ❑Not Observable ❑Not Applicable 111 High Impact (Tier 1) 12 IMedium Impact( 2) 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 6 of 9 Ridge.cck Section # & Re .ID Rough -In Electrical Inspection Complies? Comments/Assumptions C405.6 Exterior grounds lighting over 100 W ❑Complies [EL24]1 provides >60 Im/W unless on motion ❑Does Not sensor or fixture is exempt from scope ❑Not Observable of code or from external LPD. ❑Not Applicable C405.2.3 Additional interior lighting power ❑Complies [EL8]1 allowed for special functions per the ❑Does Not approved lighting plans and is ❑Not Observable automatically controlled and ❑Not Applicable separated from general lighting. Additional Comments/Assumptions: 11 High Impact (Tier 1) 1 2 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO3 Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 7 of 9 Ridge.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.5. Furnished as -built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not [F116]3 of system acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 2 [FI17]3 building owner or designated representative. ❑Not Observable ❑Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [F118]1 lighting power is consistent with what ❑Does Not is shown on the approved lighting ❑Not Observable plans, demonstrating proposed watts ❑Not Applicable are less than or equal to allowed watts. C405.6.2 Exterior lighting power i5 consistent ❑Complies See the Interior Lighting fixture schedule for values. [F119]1 with what is shown on the approved ❑Does Not lighting plans, demonstrating ❑Not Observable proposed watts are less than or equal ❑Not Applicable to allowed watts. C408.3 Lighting systems have been tested to ❑Complies [F133]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable C408.3 Lighting systems have been tested to ❑Complies [F148]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. []Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with [-]Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 8 of 9 Ridge.cck Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 9 of 9 Ridge.cck COMcheck Software Version 4.0.5.1 Envelope Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Circle K Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: New Construction Vertical Glazing / Wall Area: 10% Construction Site: Owner/Agent: Wheat Ridge, CO Michael Scarbrough pati Land Development Consultants, E ,aminef LLC. 42 permit Wto of �� 11811 N. Tatum Blvd. 10HIJg�. TM Ko holt not be a Permit Jor. or M$ wdinoflCef In tomputatioes a„rse cod• or of” �'n' � � �uNdiaV Bldg B, Suite 1051 oro of pravisions oJ'`" „ ' et t¢+e �s� ��agiveou" 19.0 41, be VOW 0.050 Phoenix, AZ 85028 coAtsahe'ordwa„-, _-- --- 0.370 602-850-8101 647 19.0 4.4 0.050 mike@ldcaz.com Building Area Floor Area 1 -Convenience Store (Retail) : Nonresidential 4616 ,oF C04 HAR O DARREN SANDER 404547 v �FDARG� 01/06/17 Designer/Contractor: Rick Sander Galloway 6162 S. Willow Drive Ste. 320 Greenwood Village, CO 80111 Additional Efficiency Package Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Envelope Assemblies Assembly Floor 1: Concrete Floor (over unconditioned space), [Bldg. Use 1 - Convenience Store] Roof 1: Attic Roof with Wood Joists, [Bldg. Use 1 - Convenience Store] North Wall: Wood -Framed, 16" o.c., [Bldg. Use 1 - Convenience Store] Transom Windows: Metal Frame with Thermal Break:Fixed, Perf. Specs.: Product ID Vericon, Inc., 1", SHGC 0.38, [Bldg. Use 1 - Convenience Store] (b) Full Window: Metal Frame with Thermal Break:Fixed, Perf. Specs.: Product ID Vericon, Inc. V, SHGC 0.38, [Bldg. Use 1 - Convenience Store](b) Window Under Awning: Metal Frame with Thermal Break: Fixed, Pert. Specs.: Product ID Vericon, Inc., 1", SHGC 0.38, [Bldg. Use 1 - Convenience Store] (b) Window Under Overhang: Metal Frame with Thermal Break:Fixed, Perf Specs.: Product ID Vericon, Inc., 1", SHGC 0.38, [Bldg. Use 1 - Convenience Store] (b) Main Entry Doors: Glass (> 50% glazing):Metal Frame, Entrance Door, Perf. Specs.: Product ID Vericon, Inc., 1", SHGC 0.38, [Bldg. Use 1 - Convenience Store] (b) West Wall: Wood -Framed, 16" o.c., [Bldg. Use 1 - Convenience Store] Door 2: Insulated Metal, Swinging, [Bldg. Use 1 - Convenience Store] East Wall: Wood -Framed, 16" o.c., [Bldg. Use 1 - Convenience Store] city of Wheat Ridge Building Division Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(a) Perimeter 4451 --- 10.0 0.076 0.074 4616 38.0 0.0 0.027 0.027 1764 19.0 4.4 0.050 0.064 *64421City -. 0.310 0.380 i. jW 84 - 0.310 APPR®VEC 0.380 f-- 0.310 0.380 - - 151�0 0.380 pati E ,aminef 42 permit Wto of �� 0.770 10HIJg�. TM Ko holt not be a Permit Jor. or M$ wdinoflCef In tomputatioes a„rse cod• or of” �'n' � � �uNdiaV oro of pravisions oJ'`" „ ' et t¢+e �s� ��agiveou" 19.0 41, be VOW 0.050 0.064 coAtsahe'ordwa„-, _-- --- 0.370 0.370 647 19.0 4.4 0.050 0.064 Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 1 of 9 Ridge.cck Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factorm Perimeter South Wall: Wood -Framed, 16" o.c., [Bldg. Use 1 - Convenience Store] 1764 19.0 4.4 0.050 0.064 (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. ,Envelope. better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.5.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name - Title Signature Date Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 2 of 9 Ridge.cck 1s( COMcheck Software Version 4.0.5.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 34.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions C103.2 Plans and/or specifications provide all ❑Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building ❑Not Observable envelope and document where ❑Not Applicable exceptions to the standard are claimed. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information []Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. C402.3.1 The vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 The skylight area <= 3 percent of the ❑Complies [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, ❑Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight vT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies 2 automotive service, manufacturing, ❑Does Not [PR15]1 non -refrigerated warehouse, retail ❑Not Observable store, and distribution/sorting area ❑Not Applicable have a measured haze value > 90 percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 3 of 9 Ridge.cck Section # & Re .ID Footing / Foundation Inspection Complies? Comments/Assumptions C403.2.8. Exterior insulation protected against ❑Complies 1 damage, sunlight, moisture, wind, ❑Does Not [FO6]1 landscaping and equipment ❑Not Observable maintenance activities. []Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 4 of 9 Ridge.cck section # Framing / Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.1, The building envelope contains a ❑Complies C402.4.2 continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable constructed or tested in an approved ❑Not Applicable manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all building ❑Complies [FR17]3 entrances. Doors have self-closing ❑Does Not devices. ❑Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. ❑Complies See the Envelope Assemblies table for values. [FR10]1 []Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable C402.2.7 LI -factor of opaque doors associated ❑Complies See the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 5 of 9 Ridge.cck Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Reci.ID C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies 2 motorized dampers that automatically ❑Does Not [ME58]3 shut when not in use and meet maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) 1 Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 6 of 9 Ridge.cck section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped ❑Not Observable or wrapped with moisture vapor- ❑Not Applicable permeable wrapping material to minimize air leakage. C402.4.2. Roof R -value. For some ceiling ❑Complies See the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable ❑Not Applicable C303.2 Roof insulation installed per ❑Complies [IN3]1 manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed ❑Not Observable only where the roof slope is <=3 in ❑Not Applicable 12. C303.2 Above -grade wall insulation installed ❑Complies [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. ❑Complies See the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Floor insulation installed per ❑Complies [IN9]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant ❑Not Observable data. ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable insulation may need to occur during ❑Not Applicable Foundation Inspection. C402.2.1 Insulation intended to meet the roof ❑Complies [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ❑Not Observable ceiling. Mark this requirement ❑Not Applicable compliant if insulation is installed accordingly. Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 7 of 9 Ridge.cck Section # Final Inspection Complies? Comments/Assumptions & Re .ID C402.4.6 Weatherseals installed on all loading ❑Complies [17137]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies [F126]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between ❑Not Observable interior finish and luminaire housing. ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 8 of 9 Ridge.cck Project Title: Circle K Report date: 01/06/17 Data filename: H:\Circle K - LDC\CO, Wheat Ridge - LDC000004.01 38th & Kipling\Comcheck\Circle K Wheat Page 9 of 9 Ridge.cck 1KUILT mord wry for*ducts Circle K (Kipling) Wheat Ridge, CO RedBuiltTM Project Number: 104288 Product Package Reference Documents: 3/13/2017 If you have questions, please contact: O 0/16/2017 �, �D Ltl'r Vii, Technical Representative: Jacob Shepherd (740)513-4547 Design Center Contact: Jason A. DeLille (740)513-3429 Return reviewed drawings to.- Jacob o:Jacob Shepherd 200 Colomet Drive Delaware OH 43015 = 43477 "ii j s f • Digitally signed by Heinz C. Mueller *ease Date: 2017.03.16 10:05:43-07'00' City M Wheat Ridge M e i .Calculations pp. 1-24, Drawings pp. 1-3 " Builtling Division Dur re ibility_is-limited td- e design of, RedBuilt products in accordance with the above nced documentsba° s�;pn de' loads specified by the engineer of record. �,^S Exyminer A a oPPrW°i a,tl v its .o of c Perrrm ..,r on CIO( �nceg, P 4 �ieKi t of � Please sign and" `"`�W� ^'check the appropriate box. ** One set of shop drawings must be returned to the technical representative (see above for address). ** I warrant that this RedBuilt submittal package has been provided to the contractor/installer and responsibly ® REVIEWED and/or corrected for accuracy, including any clouded items. I also agree that all materials shall be fumis REJECTED herein and that installation of the materials is the sole responsibility of © FURNISH AS CORRECTED Please indicate your current requested date for product delivery: ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEM Check One: Company Approved, no change* Name Approved, as corrected Title ❑ Revise & Resubmit Date * If there are no changes to the approval drawings, fax this signed cover sheet to the technical representative. RedBuilt LLC 200 Colomet Dr • Delaware OH 43015 • Mail: 200 Colomet Dr Ph: (740) 363-1317 • Fx: (740) 369-1154 THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS. CORRECTIONS OF COMMENTS MADE ON THE SUBMITTAL DURING THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE REM is A COMPONENT. THE CONTRACTOR IS RESPONSIBLE FOR; DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOB SITE; INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS, METHODS, TECHNIQUES,SEQUENCES AND PROCEDURES OF CONSTRUCTION; COORDINATION OF THE WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING ALL WORK INA SAFE AND BY R. Hudson DATE: 07/10/17 GALLOWAY 303-770-8884 1 WedBUILT F rrsxrr•i N:.csri lxr-sr..,rfs RB Number 104288 Project Name Circle K (Kipling) Location Wheat Ridge, CO Delivery D1: Roof Plant Chino Latest Revision Material List Operator Jason A. DeLille Office Delaware Cornrn,ent Preliminary: Not For Production Status Out For Approval ROPOrt Type Customer Open -Web Products Strut Bracing Trusses 21 W6 24 Quantity Type Size Length Net Custom Width Series & Clip Quantity Type Series Depth(s) Appl. Profile Clear Span Pr. Length Pr. Load Fastnrs. Left Fastnrs. Right Footage Notes 2 A Red -M 40.7/50.6 115% Tapered 40'-3.00" 42.0 212,1 2-5/8"x4 2-5/8•x4 84.0 24 Al Red -M 40.7/51.5 115% Tapered 40'-3.00" 45.0 213.0 2-5/8"x4 2.5/8"x4 1080.0 4 Al W Red -M 40.7/51.5 115% Tapered 40'-3.00" 45.0 213.0 2-5/8"x4 2-5/8"x4 180.0 14 A2 Red -M 40.7/52.7 115% Tapered 40'-3.00" 50.0 212.2 2-5/8x4 2-5/8'x4 700.0 4 A2W Red -M 40.7/52.7 115% Tapered 40'-3.00" 50.0 1 210.6 2-5/8"x4 2.5/8"x4 200.0 2 AW Red -M 40.7/50.6 115% Tapered 40'-3.00" 42.0 212.1 2-5/8"x4 2-5/8"x4 84.0 50 ' ' Red -M ...... .... ........ ..... .... .... ... ... Total 2328.0 Open -Web Products Strut Bracing Blocking 21 W6 24 Quantity Type Size Length Net Custom Width Series & Clip Spacing Tight To Notes 62 3x6 28.375 in Nom RED -M - S-Clip32 56.875 Chord 28 3x6 20.375 in Nom RED -M - S-Clip24 N/A Chord 2 3x6 44.375 in Nom RED -M - S -Clip 1 48 IChnrd )pen -Web Products Bottom Chord Nailer .ineal Ft Type Size Grade Note: 444 2x4 Open -Web Products Strut Bracing Quantity Type Style Spacing Series Notes 21 W6 24 Red-M/H Bend Profile Uplift Application Depth 90 W6 32 Red-M/H 49.25 32 Open -Web Products Cross Bracing Quantity Type Description Notes Quantity Type Style Length Bend Profile Uplift Application Depth Spacing Notes 16 132 66.125 Wind Uplift 30"+ 49.25 32 16 B2 56.875 Wind Uplift 30"+ 42.19 32 90 B2 73.125 N/A 50.75 32 90 B2 60.875 N/A 40.7 32 2 B273.125 N/A 50.75 48 2 1 1 B2 60.875 N/A 40.7 48 TeamBuilder 3.1 104288 Material List.xlsm D1: 104288 Circle K (Kipling) Out For Approval 1 of 1 3/15/2017, 5:12 PM 2 Hardware Quantity Type Description Notes 0.5 Ib N8 8dxl.5 Nails 28.0 Ib N10 10dxl.5 Nails 200 5/8" x 4" Lag Screw 12 A35 Framing Anchor TeamBuilder 3.1 104288 Material List.xlsm D1: 104288 Circle K (Kipling) Out For Approval 1 of 1 3/15/2017, 5:12 PM 2 Project: Circle K Type: Al Location: Wheat Ridge, CO Qty: 24 RedOpenWebTM v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 5:54:56 PM PAGE 1 Del. Desc.: Roof THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED " 5.50" All dimensions are horizontal. Reference Span = 41'2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" Top Chord Slope = .25/12 Bot Chord Slope = 0 36.00" 5.50" 36.00" Product diagram is conceptual. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: LOAD GROUP #1 @ 28.000" O.C.-5th Al from grid 'F' w/ condensers TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36'9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 10' 1.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 13'7.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 21'2.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 24'8.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 26'8.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 30'3.000" Adds to TC, on chord(s) condenser 400#/4 Uniform(psf) S(1.15) 1.8 0 0.250" to 44'2.000" Adds to TC side drift Tapered(psf) S(1.15) 39.2 to 0 0 to 0 5.500" to 8'0.000" Adds to TC end drift Tapered(psf) S(1.15) 0 to 39.2 0 to 0 36' 8.000" to 44'2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #2 @ 32.000" O.C.-Al Typ. Uplift - 1 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36'9.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 41' 1.750" Replaces TC wind uplift Point(plf) W(1.60) -219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 43' 3.500" Adds to TC, on chord(s) parapet above (1) @ 40% LOAD GROUP #3 @ 32.000" O.C.-A1 Typ. Uplift - 2 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 41' 1.750" Replaces TC wind uplift Point(plf) W(1.60) -219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 43' 3.500" Adds to TC, on chord(s) parapet above (1) @ 40% Copyright © 2016 by RedBuilt LLC Red -MTM' and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. ( Project: Circle K Type: Al RedOpenWeb- v5.0.23 3/15/2017 5:54:56 PM PAGE 2 LOAD GROUP #4 @ 32.000" O.C.-9th Al from grid 'A' w/ condenser, mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 39' 3.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 6' 0.750" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 8' 0.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 141 13'0.500" Adds to TC, on chord(s) mech unit 1410#/10 Point(lbs) S(1.15) 0 141 18'4.000" Adds to TC, on chord(s) mech unit 1410#/10 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 36'2.000" to 44' 2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 8' 9.500" to 11' 5.000" Adds to BC soffit load (4) LOAD GROUP #5 @ 30.500" O.C.-5th Al from grid 'A' w/ condensers TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36'9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 22'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 24' 3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 27'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 29'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 32'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 34'3.000" Adds to TC, on chord(s) condenser 400#/4 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 36' 2.000" to 44' 2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #6 @ 10.000" O.C.-1st A1W from grid 'F' w/ parallel brace DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 50.2 0 0.250" to 44'2.000" Adds to TC side drift Point(plf) W(1.60) 219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 183 0 6' 5.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 LOAD GROUP #7 @ 16.188" O.C.-2nd A1W from grid 'A' w/ DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 37.5 0 0.250" to 44'2.000" Adds to TC side drift Tapered(psf) S(1.15) 3.5 to 0 0 to 0 5.500" to 1' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 3.5 0 to 0 43'2.000" to 44' 2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #8 @ 16.188" O.C.-1st A1W from grid 'F' w/ para brace DBL Uplift, WC TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) -146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) -183 0 6'5.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 Uniform(psf) W(1.60) 0 20 0.250" to 44'2.000" Replaces TC remove LL Copyright © 2016 by RedBuilt LLC Red-MT°1 and RedOpenWebTm are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 4 Project: Circle K Type: Al RedOpenWeb- v5.0.23 3/15/2017 5:54:56 PM PAGE 3 LOAD GROUP #9 @ 22.125" O.C.-1st Al from grid 'F' w/ WC drift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13' 6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 41.2 0 0.250" to 44'2.000" Adds to TC side drift Point(plf) W(1.60) 219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0°) RIGHT SUPPORT (Angle: 0°) Material: Plate(s) Material: Plate(s) Bearing Clip: T -Clip Bearing Clip: T -Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 101.7% (Design /Allowable) Truss design includes consideration for alternate span loading on the span and cantilever(s) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 4233 W (1.60) -2236 W (1.60) 5521 W (1.60) -2629 W (1.60) Live Load (Ibs) 2416 -2563 3529 -3101 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.827" (L/589) Deflection (Live Load) Span: 0.712" (L/685) Center Span Camber: 0.436", Recommended ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTm Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 221.0 plf OPERATOR INFORMATION Jason A. DeLille 740-513-3429 Copyright © 2016 by RedBuilt LLC Red -M T1 and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. rj 0 e a 6 M2 9 B 0 CD -P,_ F££ $ :2 @@ co Ul03 /�§� M 220 (n§ X o o n -n § �CD § Ch \�/(k z !2 v0 �- &$ E ECS o £- C) E EA)& > o . • m z LA igIv 0 •E� m Q 7 CD \ � ED 7 . § k A k (A k � # $ k M � @ 4 6 02xxe .4�, -P,_ Ul03 §) (n§ �F ■� F � z !2 v0 &$ % R o CD \ �7ƒ !i! ■ X §}0 P [3 / ., ca o � C) _ ; § § CL 2§ [ z F 0 tea I a p / ■ ED 7 . § k A k (A k � # $ k M � @ 4 J;j 3 Project: Circle K Type: Al W Location: Wheat Ridge, CO Qty: 4 RedOpenWeb- v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 6:09:18 PM PAGE 1 Del. Desc.: Roof THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED z 0.25" I " 5.50" All dimensions are horizontal. Reference Span = 41'2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" A Top Chord Slope = .25/12 Bot Chord Slope = 0 1 36.00" 5.50" 36.00" Product diagram is conceptual. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: LOAD GROUP #1 @ 28.000" O.C.-5th Al from grid 'F' w/ condensers TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 10' 1.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 13' 7.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 21'2.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 24' 8.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 26'8.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 30' 3.000" Adds to TC, on chord(s) condenser 400#/4 Uniform(psf) S(1.15) 1.8 0 0.250" to 44'2.000" Adds to TC side drift Tapered(psf) S(1.15) 39.2 to 0 0 to 0 5.500" to 8' 0.000" Adds to TC end drift Tapered(psf) S(1.15) 0 to 39.2 0 to 0 36' 8.000" to 44'2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #2 @ 32.000" O.C.-9th Al from grid 'A' w/ condenser, mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 39' 3.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 6' 0.750" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 8' 0.500" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 141 13'0.500" Adds to TC, on chord(s) mech unit 1410#/10 Point(lbs) S(1.15) 0 141 18'4.000" Adds to TC, on chord(s) mech unit 1410#/10 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8'5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 36'2.000" to 44' 2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 8' 9.500" to 11' 5.000" Adds to BC soffit load (4) Copyright © 2016 by RedBuilt LLC Red -MTM' and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt is a trademark of RedBuilt LLC, Boise, Idaho, USA. 1;i dB UILT Project: Circle K Type: A1W RedOpenWeb- v5.0.23 3/15/2017 6:09:18 PM PAGE 2 LOAD GROUP #3 @ 30.500" O.C.-5th Al from grid 'A' w/ condensers TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13' 6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13' 6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 100 223.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 24' 3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 27' 3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 29'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 32'3.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 34'3.000" Adds to TC, on chord(s) condenser 400#/4 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8'5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 36'2.000" to 44'2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #4 @ 10.000" O.C.-1st A1W from grid'F' w/ parallel brace DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 50.2 0 0.250" to 44' 2.000" Adds to TC side drift Point(plf) W(1.60) 219.5 62.5 43' 3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 183 0 6' 5.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 LOAD GROUP #5 @ 16.188" O.C.-2nd A1W from grid 'A' w/ DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 37.5 0 0.250" to 44'2.000" Adds to TC side drift Tapered(psf) S(1.15) 3.5 to 0 0 to 0 5.500" to 1' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 3.5 0 to 0 43'2.000" to 44' 2.000" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43'3.500" Adds to BC, on chord(s) parapet wall above @ 40% LOAD GROUP #6 @ 16.188" O.C.-1st A1W from grid 'F' w/ para brace DBL Uplift, WC TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) -146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) -183 0 6' 5.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 Uniform(psf) W(1.60) 0 20 0.250" to 44'2.000" Replaces TC remove LL LOAD GROUP #7 @ 22.125" O.C.-1st Al from grid 'F' w/ WC drift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 41.2 0 0.250" to 44'2.000" Adds to TC side drift Point(plf) W(1.60) 219.5 62.5 43'3.500" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 43' 3.500" Adds to BC, on chord(s) parapet wall above @ 40% (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0°) RIGHT SUPPORT (Angle: 0°) Material: Plate(s) Material: Plate(s) Bearing Clip: T-Clip Bearing Clip: T-Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 101.7% (Design /Allowable) Truss design includes consideration for alternate span loading on the span and cantilever(s) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (Ibs) 4233 W (1.60) -2236 W (1.60) 5521 W (1.60) -2629 W (1.60) Live Load (Ibs) 2416 -2563 3529 -3101 Copyright © 2016 by RedBuilt LLC Red-MT"" and RedOpenWebT" are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 1;i dB UILT Project: Circle K Type: Al W Red0penWebTM v5.0.23 3/15/2017 6:09:18 PM PAGE 3 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.827' (L/589) Deflection (Live Load) Span: 0.712" (L/685) Center Span Camber: 0.436", Recommended ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTm Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 221.0 plf OPERATOR INFORMATION Jason A. DeLille 740-513-3429 Copyright © 2016 by RedBuilt LLC Red -MTM and RedOpenWebT" are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. Oo 0 mv 0 n CD W D = o r v @nP 00 z r 3 m a =I m i Cl) m vZ D *t (7) z m p y o � 0 a w s 0 O va p.n. n cD CD rt Q. to <D 0 O o. d N C C) rt "~v z D CY (D W 003.01r °m°_a'D O C nT 3 m s 0" n 0 U) o 3� Q a m a' 1n 3 ID 2 N N fD 1 ai o 4h - CD N ami 0 N w H - N T T N p r O w� �CL o �OD V 3C O C ocr Q au � 'D N O w Project: Circle K Type: A2 Location: Wheat Ridge, CO Qty: 14 RedOpenWeb- v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 6:22:33 PM PAGE 1 Del. Desc.: Roof THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED " 5.50" All dimensions are horizontal. Reference Span = 41' 2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" Top Chord Slope = .25/12 Bot Chord Slope = 0 1 106.00" 5.50" 106.00" Product diagram is conceptual. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: LOAD GROUP #1 @ 31.500" O.C.-1st A2 from grid 'F' w/ mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 176.3 13'0.500" Adds to TC, on chord(s) mech unit 1410#/8 Point(lbs) S(1.15) 0 176.3 18'4.000" Adds to TC, on chord(s) mech unit 1410#/8 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8'5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41'6.500" to 49' 6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 135 0 37' 1.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(psf) S(1.15) 0 3 12' 10.000" to 19' 0.000" Adds to BC soffit load (4) @ 50% tri Uniform(plf) W(1.60) 67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 LOAD GROUP #2 @ 32.000" O.C.-A2 Typ. Uplift - 1 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 50'0.000" Replaces TC wind uplift Point(plf) W(1.60) -219.5 63.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 40% Uniform(plf) W(1.60) -135 0 36'8.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(plf) W(1.60) -67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 Uniform(plf) W(1.60) 67.5 0 0.250" to 1' 10.500" Adds to TC parapet brace (5)/2 LOAD GROUP #3 @ 32.000" O.C.-A2 Typ. Uplift - 2 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 50' 0.000" Replaces TC wind uplift Point(plf) W(1.60) -219.5 62.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 40% Uniform(plf) W(1.60) -135 0 36'8.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(plf) W(1.60) -67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 Uniform(plf) W(1.60) 67.5 0 0.250" to 1' 10.500" Adds to TC parapet brace (5)/2 Copyright © 2016 by RedBuilt LLC Red -MT" and RedOpenWebT"" are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuiltTl is a trademark of RedBuilt LLC, Boise, Idaho, USA. 1 We�eBUILT Project: Circle K Type: A2 RedOpenWeb- v5.0.23 3/15/2017 6:22:33 PM PAGE 2 LOAD GROUP #4 @ 32.000" O.C.-4th A2 from grid 'A' w/ parapet brace TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 451.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41' 6.500" to 49' 6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 9' 3.000" to 21' 1.000" Adds to BC soffit load (4) Uniform(plf) W(1.60) 108 0 0.250" to 1' 10.500" Adds to TC parapet brace (5) @ 80% LOAD GROUP #5 @ 32.000" O.C.-3rd A2 from grid 'A' w/ parapet wall TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 45' 1.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41'6.500" to 49'6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 9' 3.000" to 22' 1.000" Adds to BC soffit load (4) Uniform(plf) W(1.60) 108 72 0.250" to 1' 10.500" Adds to TC para wall above (3) @ 80% LOAD GROUP #6 @ 31.125" O.C.-1 st A2 from grid 'A' w/ mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 141 13'0.500" Adds to TC, on chord(s) mech unit 1410#/10 Point(lbs) S(1.15) 0 141 18'4.000" Adds to TC, on chord(s) mech unit 1410#/10 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41'6.500" to 49' 6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 135 0 36'8.000" to 44' 8.000" Adds to TC parapet brace (5) Uniform(psf) S(1.15) 0 6 8'9.500" to 11'5.000" Adds to BC soffit load (4) Point(lbs) S(1.15) 0 100 T5.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 8'0.500" Adds to TC, on chord(s) condenser 400#/4 LOAD GROUP #7 @ 14.750" O.C.-1st A2W from grid 'F' w/ mech unit, parapet wall TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13' 6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 176.3 13'0.500" Adds to TC, on chord(s) mech unit 1410#/8 Point(lbs) S(1.15) 0 176.3 18'4.000" Adds to TC, on chord(s) mech unit 1410#/8 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8'5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41'6.500" to 49' 6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 67.5 45 36'8.000" to 45' 1.000" Adds to TC parapet brace (3)/2 Uniform(plf) W(1.60) 67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0°) RIGHT SUPPORT (Angle: 0°) Material: Plate(s) Material: Plate(s) Bearing Clip: T -Clip Bearing Clip: T -Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 96.4% (Design /Allowable) Truss design includes consideration for alternate span loading on the span and cantilever(s) Truss design includes consideration for partial span application live load. Copyright © 2016 by RedBuilt LLC Red -MT" and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 12 J;j dBUILT Project: Circle K Type: A2 RedOpenWeb- v5.0.23 3/15/2017 6:22:33 PM PAGE 3 REACTIONS: LEFT MAXIMUM LEFT MINIMUM Total Load (Ibs) 4068 W (1.60) -1354 W (1.60) Live Load (Ibs) 2459 -1373 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.673" (L/724) Deflection (Live Load) Span: 0.367' (L/1328) Center Span Camber: 0.436", Matched to A RIGHT MAXIMUM RIGHT MINIMUM 6618 W (1.60) -2976 W (1.60) 4206 -3183 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTm Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 212.4 plf OPERATOR INFORMATION Jason A. DeLille 740-513-3429 Copyright © 2016 by RedBuilt LLC Red -MTM' and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 13 0010 O W N N W G -: -1 -( T A A m 00 (D CD ❑ O O O Ti T v @ 00 z r 3 e D n rn 03 0 0 y _ o A)i _ .* a x Qo W co 2 O s 0 0 T m 3 3 (n O U) 0' n W :2-Z 3� D z ! C a c.s( a c G) m z y 3 9 v 0 m 0 m CD - d CD 0 A 0 r- = n O (D 0 O -! T. 0 ~ � 1 cD CTD M N Q (a (D n O O A N 00 O ^1 Y A W O W ;1 (n 0 C NO O N V 7 .00 i4 N W N o m w3 o � vN ' 3 O w ^^N \�J r W Cl O W N N W C )X X A A N N CD ❑ O O O Ti T to W W N v (1) y e D D � z 0 r- = n O (D 0 O -! T. 0 ~ � 1 cD CTD M N Q (a (D n O O A N 00 O ^1 Y A W O W ;1 (n 0 C NO O N V 7 .00 i4 N W N o m w3 o � vN ' 3 O w ^^N \�J r W Cl Project: Circle K Type: A2W Location: Wheat Ridge, CO Qty: 4 RedOpenWeb- v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 6:24:23 PM PAGE 1 Del. Desc.: Roof THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 2 0.25" " 5.50" All dimensions are horizontal. Reference Span = 41'2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" A Top Chord Slope = .25/12 Bot Chord Slope = 0 106.00" 5.50" 106.00" Product diagram is conceptual. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: LOAD GROUP #1 @ 31.500" O.C.-1st A2 from grid 'F' w/ mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 176.3 13'0.500" Adds to TC, on chord(s) mech unit 1410#/8 Point(lbs) S(1.15) 0 176.3 18'4.000" Adds to TC, on chord(s) mech unit 1410#/8 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41' 6.500" to 49'6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 135 0 37' 1.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(psf) S(1.15) 0 3 12' 10.000" to 19' 0.000" Adds to BC soffit load (4) @ 50% tri Uniform(plf) W(1.60) 67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 LOAD GROUP #2 @ 32.000" O.C.-A2 Typ. Uplift - 1 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 50' 0.000" Replaces TC wind uplift Point(plf) W(1.60) -219.5 63.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 40% Uniform(plf) W(1.60) -135 0 36'8.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(plf) W(1.60) -67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 Uniform(plf) W(1.60) 67.5 0 0.250" to 1' 10.500" Adds to TC parapet brace (5)/2 LOAD GROUP #3 @ 32.000" O.C.-A2 Typ. Uplift - 2 TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 50'0.000" Replaces TC wind uplift Point(plf) W(1.60) -219.5 62.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 60% Point(plf) W(1.60) -146.5 41.5 49'2.500" Adds to TC, on chord(s) parapet above (1) @ 40% Uniform(plf) W(1.60) -135 0 36' 8.000" to 45' 1.000" Adds to TC parapet brace (5) Uniform(plf) W(1.60) -67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 Uniform(plf) W(1.60) 67.5 0 0.250" to 1' 10.500" Adds to TC parapet brace (5)/2 Copyright © 2016 by RedBuilt LLC Red -MT" and RedOpenWebTl are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 15 I dB UILT Project: Circle K Type: A2W RedOpenWebTl v5.0.23 3/15/2017 6:24:23 PM PAGE 2 LOAD GROUP #4 @ 32.000" O.C.-4th A2 from grid 'A' w/ parapet brace TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 45' 1.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13' 6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13' 6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41' 6.500" to 49'6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 9'3.000" to 21' 1.000" Adds to BC soffit load (4) Uniform(plf) W(1.60) 108 0 0.250" to 1' 10.500" Adds to TC parapet brace (5) @ 80% LOAD GROUP #5 @ 32.000" O.C.-3rd A2 from grid 'A' w/ parapet wall TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 45' 1.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13' 6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41'6.500" to 49'6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(psf) S(1.15) 0 6 9' 3.000" to 22' 1.000" Adds to BC soffit load (4) Uniform(plf) W(1.60) 108 72 0.250" to 1' 10.500" Adds to TC para wall above (3) @ 80% LOAD GROUP #6 @ 31.125" O.C.-1st A2 from grid'A' w/ mech unit TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13' 6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 141 13'0.500" Adds to TC, on chord(s) mech unit 1410#/10 Point(lbs) S(1.15) 0 141 18'4.000" Adds to TC, on chord(s) mech unit 1410#/10 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8'5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41' 6.500" to 49'6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 135 0 36' 8.000" to 44' 8.000" Adds to TC parapet brace (5) Uniform(psf) S(1.15) 0 6 8' 9.500" to 11' 5.000" Adds to BC soffit load (4) Point(lbs) S(1.15) 0 100 7' 5.000" Adds to TC, on chord(s) condenser 400#/4 Point(lbs) S(1.15) 0 100 8' 0.500" Adds to TC, on chord(s) condenser 400#/4 LOAD GROUP #7 @ 14.750" O.C.-1st A2W from grid 7w/ mech unit, parapet wall TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Point(lbs) S(1.15) 0 176.3 13'0.500" Adds to TC, on chord(s) mech unit 1410#/8 Point(lbs) S(1.15) 0 176.3 18'4.000" Adds to TC, on chord(s) mech unit 1410#/8 Tapered(psf) S(1.15) 41 to 0 0 to 0 5.500" to 8' 5.500" Adds to TC end drift Tapered(psf) S(1.15) 0 to 41 0 to 0 41' 6.500" to 49' 6.500" Adds to TC end drift Point(plf) W(1.60) 219.5 62.5 49' 1.000" Adds to TC, on chord(s) parapet wall above @ 60% Point(plf) W(1.60) 146.5 41.5 49' 1.000" Adds to BC, on chord(s) parapet wall above @ 40% Uniform(plf) W(1.60) 67.5 45 36' 8.000" to 45' 1.000" Adds to TC parapet brace (3)/2 Uniform(plf) W(1.60) 67.5 45 0.250" to 1' 10.500" Adds to TC parapet wall above (3)/2 (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0°) RIGHT SUPPORT (Angle: 0°) Material: Plate(s) Material: Plate(s) Bearing Clip: T-Clip Bearing Clip: T-Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 96.4% (Design /Allowable) Truss design includes consideration for alternate span loading on the span and cantilever(s) Truss design includes consideration for partial span application live load. Copyright © 2016 by RedBuilt LLC Red-M- and RedOpenWeb- are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 16 CAr)'BUI LT Project: Circle K Type: A2W Red0penWebT1 v5.0.23 3/15/2017 6:24:23 PM PAGE 3 REACTIONS: LEFT MAXIMUM LEFT MINIMUM Total Load (Ibs) 4068 W (1.60) -1354 W (1.60) Live Load (Ibs) 2459 -1373 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.673" (L/724) Deflection (Live Load) Span: 0.367' (L/1328) Center Span Camber: 0.436", Matched to A RIGHT MAXIMUM RIGHT MINIMUM 6618 W (1.60) -2976 W (1.60) 4206 -3183 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTm Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 212.4 plf OPERATOR INFORMATION Jason A. DeLille 740-513-3429 Copyright © 2016 by RedBuilt LLC Red-MT1 and RedOpenWebT' are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuilt- is a trademark of RedBuilt LLC, Boise, Idaho, USA. 17 00 K3 * a � � m m§ e g m 9 2== r a2tt f j §m m-4 m m �2 ® co J$ m ® ® o k &� z m o ❑ ° EES -n0. 2■% fE� 2 0 =CD ■x � to / 0 00 § / 0200E 00 0-n m E I CL / 0 m E E2)& � ■�2 E ,E� 2 £-» oo�le$ §��� 4 - ± § K. § § k � k § a § OD wedB Project: Circle K Type: A Location: Wheat Ridge, CO Qty: 2 Red0penWebTM v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 5:23:55 PM PAGE 1 Del. Desc.: Roof z 0.25" ♦- f 5.50" THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Reference Span = 41'2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" Top Chord Slope = .25/12 Bot Chord Slope = 0 All dimensions are horizontal. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: 1 0.25" 5.50" --f Product diagram is conceptual. LOAD GROUP #1 @ 18.000" O.C.-1st A from grid 'A' & 'F' w/ drift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2' 8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 58.4 0 0.250" to 41' 1.750" Adds to TC side drift LOAD GROUP #2 @ 18.000" O.C.-1st A from grid 'A' &'F' Uplift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) -366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) -366 0 36' 9.000" Adds to TC, on chord(s) brace load (6) Uniform(psf) W(1.60) -10.1 .1 0.250" to 41' 1.750" Replaces TC wind uplidt LOAD GROUP #3 @ 15.188" O.C.-1st AW from grid 'A' w/ parallel brace DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 48.2 0 0.250" to 41' 1.750" Adds to TC side drift Uniform(plf) W(1.60) 183 0 65.500" to 34'8.500" Adds to TC parapet wall brace (6)/2 Point(lbs) S(1.15) 0 100 22' 2.500" Adds to TC, on chord(s) roof access/2 LOAD GROUP #4 @ 15.188" O.C.-1st AW from grid'A' w/ parallel brace DBL Uplift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Uniform(plf) W(1.60) -183 0 6' 5.500" to 34'8.500" Adds to TC parapet wall brace (6)/2 Uniform(psf) W(1.60) 0 20 0.250" to 41' 1.750" Replaces TC remove LL (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0°) RIGHT SUPPORT (Angle: 0°) Material: Plate(s) Material: Plate(s) Bearing Clip: T -Clip Bearing Clip: T -Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 101% (Design /Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (lbs) 4410 W (1.60) -2273 W (1.60) 4313 W (1.60) -2273 W (1.60) Live Load (Ibs) 3563 -2585 3563 -2585 Copyright © 2016 by RedBuilt LLC Red-MT1A and RedOpenWebTM are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuiltT" is a trademark of RedBuilt LLC, Boise, Idaho, USA. 19 J;j dBUILT Project: Circle K Type: A Red0penWebT1A v5.0.23 3/15/2017 5:23:55 PM PAGE 2 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.999" (L/486) Deflection (Live Load) Span: 0.824" (U590) Center Span Camber: 0.434", Matched to Al ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTm Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 212.1 plf OPERATOR INFORMATION Jason A. DeLille 740-513-3429 Copyright © 2016 by RedBuilt LLC Red-MTm and RedOpenWeb— are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuiltTM is a trademark of RedBuilt LLC, Boise, Idaho, USA. 20 09 a m § n n o «2AAOD f (Z m Cl) $] m ® -1 03 m m 92 Cl) m I$ m o Q k z m Q ❑ ^ § EE" Zkƒ CD 0 �0 \ƒ K� � / 0 moo# o ; ; [&� zRP §tea E � 00 § 0303 §§ Xm % Fb ) � CJ2 ca M S » # $ 4�h C2 � � # j § � . � § M � § lLn & P) k M ) § j 0 0 � 0 > m x � � k 7 0 � m 4 nCAroot"B U I LT Project: Circle K Type: AW Location: Wheat Ridge, CO Qty: 2 RedOpenWeb- v5.0.23 Delivery: R1 Project Number: 104288 3/15/2017 5:25:59 PM PAGE 1 Del. Desc.: Roof THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Reference Span = 41'2.000" 40.700"/50.750" Red -MTM OPEN WEB TRUSS Tapered Profile Clear Span = 40'3.000" Top Chord Slope = .25/12 Bot Chord Slope = 0 All dimensions are horizontal. LOADS: Analysis for Open -web Member Supporting SNOW Structural Classification. Loads (psf): 35 Snow at 115% duration, 23 Dead (top chord), 0 Dead (bottom chord), @ 32.000" O.C. and: 1 0.25" 5.50" t+ Product diagram is conceptual. LOAD GROUP #1 @ 18.000" O.C.-1st Afrom grid 'A' &'F' w/ drift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(plf) W(1.60) 366 0 2'8.000" Adds to TC, on chord(s) brace load (6) Point(plf) W(1.60) 366 0 369.000" Adds to TC, on chord(s) brace load (6) Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 58.4 0 0.250" to 41' 1.750" Adds to TC side drift LOAD GROUP #2 @ 15.188" O.C.-1st AW from grid 'A' w/ parallel brace DBL TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Point(lbs) S(1.15) 0 150 13'6.000" Adds to TC, on chord(s) misc DL 1/3 span 1/2 TC Point(lbs) S(1.15) 0 150 13'6.000" Adds to BC, on chord(s) misc DL 1/3 span 1/2 BC Uniform(psf) S(1.15) 48.2 0 0.250" to 41' 1.750" Adds to TC side drift Uniform(plf) W(1.60) 183 0 65.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 Point(lbs) S(1.15) 0 100 22'2.500" Adds to TC, on chord(s) roof access/2 LOAD GROUP #3 @ 15.188" O.C.-1st AW from grid 'A' w/ parallel brace DBL Uplift TYPE CLASS LIVE DEAD LOCATION (1) APPL APPLIED TO COMMENT Uniform(plf) W(1.60) -183 0 65.500" to 34' 8.500" Adds to TC parapet wall brace (6)/2 Uniform(psf) W(1.60) 0 20 0.250" to 41' 1.750" Replaces TC remove LL (1) Location is specified from left reference point unless noted otherwise. SUPPORTS: LEFT SUPPORT (Angle: 0') RIGHT SUPPORT (Angle: 0') Material: Plate(s) Material: Plate(s) Bearing Clip: T -Clip Bearing Clip: T -Clip Reinforcement: Chord(s) only Reinforcement: Chord(s) only DESIGN CONTROLS: Truss Member's Critical Design Component Value: 101% (Design /Allowable) Truss design includes consideration for partial span application live load. REACTIONS: LEFT MAXIMUM LEFT MINIMUM RIGHT MAXIMUM RIGHT MINIMUM Total Load (lbs) 4410 W (1.60) -2273 W (1.60) 4313 W (1.60) -2273 W (1.60) Live Load (Ibs) 3563 -2585 3563 -2585 DEFLECTIONS & CAMBER: Deflection (Total Load) Span: 0.999" (L/486) Deflection (Live Load) Span: 0.824" (L/590) Center Span Camber: 0.434", Matched to A Copyright © 2016 by RedBuilt LLC Red -MTM' and Red0penWebT1 are trademarks of RedBuilt LLC, Boise, Idaho, USA. RedBuiltTl is a trademark of RedBuilt LLC, Boise, Idaho, USA. 22 `41WBUJLT Project: Circle K Type: AW RedOpenWeb- v5.0.23 3/15/2017 5:25:59 PM PAGE 2 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by RedBuilt LLC. Allowable product values shown are in accordance with current RedBuiltTM materials and code accepted design values. RedBuiltTM Engineering has verified the analysis. The input loads and dimensions have been provided by others and must be verified and approved for the specific application by the design professional for the project. Truss design values have been accepted by the following agencies: ICC ES Report No. ESR -1774, LAC RR 22614, and DSA. -Allowable Stress Design methodology was used for Code ICC analyzing the RedBuiltTM custom products listed above with chords analyzed using RedBuiltTm analysis. -Pricing Load = 212.1 plf OPERATOR INFORMATION Brent Barham 740-368-4225 Copyright © 2016 by RedBuilt LLC Red -M- and RedOpenWebTm are trademarks of RedBuilt LLC, Boise, Idaho, USA. 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Permits "sw Mnq to @be ovthorlry to V'*We of const/ tht prov hVK -1 0* 8WWkV cod" or o0W OA*"ftcts of tht COY aho11 not be valid. Ga"lowa Y "! Galloway & Company, Inc.. 303.770.8884. 6162 S. Willow Drive, Suite 320 . Greenwood Village, CO 80111 . www.GallowayUS.com Project Information File=H:1CIRCLE-11C0_WHE-1.013\3E873-1.PER1334DC-1.14B\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 Project Title : Circle K Car Wash Description I.D. : LDC04.01 Address :3805 KIPLING STREET, WHEAT RIDGE, CO Project Leader : Redge Hudson Phone : 303.770.8884 Fax eMail : Redgehudson@galloway Project Notes Buildin Code Information File=H:\CIRCLE-1\C0_WHE^1.013\3E873-1.PER\334DC-1.146\CIRCLE-2.EC6 g ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Governing Code : IBC 2012, ASCE 7-10, CBC 2013, AISC 360-10, NDS 2012, ACI 318-11, ACI City Jurisdiction : CITY OF WHEATRIDGE Contact Name Alternate Contact Building Official Address : 7500 w. 29TH AVE., WHEAT RIDGE, CO 80033 Phone : 303.234.5900 Fax eMail Notes ASCE Seismic Base Shear --None-- File = INC. 1983.2016, Build:6.16.12.31, Ver:6.16.12.31 Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 Gridded Ss & Slvalues ASCE-7-10 Standard ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Max. Ground Motors, 5% Damping: Latitude = 39,774 deg North SS = 0.1903 g, 0.2 sec response Longitude = 105.100 deg West S1 = 0.0599 g, 1.0 sec response Location: Wheat Ridge, CO 80033 Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 fl/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.60 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 2.40 Maximum Considered Earthquake Acceleration S Ms = Fa * Ss = 0.304 ASCE 7-10 Eq. 11.4-1 S M1 = Fv * S1 = 0.144 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S INs2/3 = 0.203 ASCE 7-10 Eq. 11.4-3 S D1 S Mj2/3 = 0.096 ASCE7-10 Eq. 11.4-4 Seismic Design Category = B ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Intermediate reinforced masonry shear walls Response Modification Coefficient " R " = 3.50 Building height Limits: System Overstrength Factor " Wo" = 2,50 Category "A & B" Limit No Limit Deflection Amplification Factor " Cd " = 2 25 Category "C" Limit No Limit Category "D" Limit Not Permitted NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Eauivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12 8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 15.330 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.155 sec "TIL": Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.155 sec Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Db` Short Period Design Spectral Response = 0.203 From Eq. 12.8-2, Preliminary Cs = 0.058 " R " : Response Modification Factor = 3.50 From Eq. 12.8-3 & 12.8A , Cs need not exceed = 0,177 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.010 Cs: Seismic Response Coefficient = = 0.0580 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs - 0.0580 from 12.8.1.1 W ( see Sum Wi below) = 115.60 k Seismic Base Shear V = Cs * W = 6.70 k ASCE Seismic Base Shear File=H:\CIRCLE-1\CO_WHE-1.013\3E873-1.PER\334DC-1.146\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31. Ver:6.16.12.31 Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # W: Weight Hi : Height (Wi * Hi"k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 115.60 14.50 1,676.20 1.0000 6.70 6.70 0.00 Sum Wi = 115.60 k Sum Wi * Hi = 1,676.20 k -ft Total Base Shear = 6.70 k Base Moment = 97.2 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 115.60 6.70 6.70 115.60 6.70 4.69 9.39 6.70 6.70 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ......... 0.20 * S DSI * Wpx MAX Req'd Force @ Level ........ 0.40 * SDSI * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level ASCE Seismic Wall Anchorage rue= Description : --None-- Seismic Wall Anchorage per ASCE 7-10 Description : --None-- .01-13DCY-1.01311334DC-1.14B1CIRCLE-1.EC6 INC. 19832016, Build:6.16.10.31, Ver:6.16.10.31 SDS = 0.1860 1: Importance Factor = 1.0 Wall Weight = Wall Height = 14.50 ft Parapet Height = 15.330 ft Horiz. Spacing between anchors = 4.0 ft Tributary Height = Wall height/2 + Parapet = Out -of -Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 4.613 psf Controlling Value = 10%*Weight 6.20 psf Out -of -Plane Wall Anchorage Force H = 14.50ft z = 14.50 ft U = Anchorage is not at roof and all diaphragms are not flexible Yes Multiplier = Ka = Based on (12.11-1) = 583.28lbs Controlling Value = Based on lower limit for Fp = 1,567.96lbs 62.0 psf 6.20 psf 40.0ft 1.0 1.40 1,567.96 lbs 22.580 ft ASCE 7-10 Wind Forces Chapter 27 Part I p > 0.011271 Description : --None-- --None-- File=h:1CIRCLE-�11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-�1.EC6 1111 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee: GALLOWAY& COMPANY, Basic Values Di hi Risk Category 2 per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) = 26.0 ft V : Basic Wind Speed 115.0 Horizontal Dim. in East-West Direction (B or L) = 40.0 ft Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h : Mean Roof height = 15.0 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 15.33 North : Exposure C East : Exposure C North: K1 = K2 = K3 = Kzt = 1.000 South : Exposure C West: Exposure C South: K1 = K2 = K3 = Kzt = 1.000 East: K1 = K2 = K3 = Kzt = 1.000 Building Period & Flexibility Category West: K1 = K2 = K3 = Kzt = 1.000 User has entered building data to determine frequency and flexability type. Grid A N -S Building Story Data 10.00 15.33 hi Story Ht ER :X ER : X Calculated Natural Frequency Level Description ft ft ft ft Roof 15.00 15.00 12.000 20.000 Building Period Calculation Building Construction Type : Concrete or Masonry Shear Wall Buildings Building Story Information ... Level Story Ht hi North-South Li East-West Li N -S hi * Li E -W hi * Li ft ft ft ft ft^2 ft"2 Roof 15.00 15.00 0.00 0.00 0.0 0.0 Sum hi = 15.0 ft Sum hi * Li : North-South = 0.0 ft^2 Leffective : North-South = 0.0 ft Building Height = 15.0 ft East-West = 0.0 ft^2 East-West = 0.0 ft Total building height <= 300 ft - OK Total building height > 4 * North-South Leff - Exceeds Limit! Evaluate Cw Building Story Information ... Ai Di hi Wall ID Direction ft"2 ft ft Multiplier Grid 3 E -W 26.80 40.00 15.33 22.87 Grid 1 E -W 26.80 40.00 15.33 22.87 Grid B N -S 2.22 3.33 15.33 0.11 Grid A N -S 6.66 10.00 15.33 2.16 Calculated Natural Frequency North-South = 0.0 Hz North-South Direction Considered RIGID East-West = 0.0 Hz East-West Direction Considered RIGID ASCE 7-10 Wind Forces, Chapter 27, Part I File=h:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.OBI\334DC-1.14B\CIRCLE-1.EC6 p ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 r.r o s Description : --None-- North Gust Factor Calculation, Building FLEXIBLE for Wind from North direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8846 North-South Damping Ratio = 0.020 (i.e for 2% enter 0.02 ) n for Rh 000 From Table26.9-1 : Rh - 1.. 000 (Eq. 26.9-15 ) C = 0.200 Vbar (sub Zbar) = 97.110 ( Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15 ) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.923 RI = 1.000 ( Eq. 26.9-15) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12) AlphaBar = 0.154 Rn = 0.000 (Eq. 26.9-13) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.885 ( Eq. 26.9-7) South Gust Factor Calculation, Building FLEXIBLE for Wind from South direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8846 North-South Damping Ratio = 0.020 (i.e for 2% enter 0.02 ) n for Rh 0.000 From Table26.9-1 : Rh - 1.000 (Eq. 26.9-15) C = 0.200 Vbar (sub Zbar) = 97.110 (Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15 ) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.923 RI = 1.000 (Eq. 26.9-15 ) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12) AlphaBar = 0.154 Rn = 0.000 (Eq. 26.9-13) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.885 (Eq. 26.9-7 ) East Gust Factor Calculation, Building FLEXIBLE for Wind from East direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8908 East-West Damping Ratio = 0.020 (i.e for 2% enter 0.02 ) n for Rh = 0.000 From Table26.9-1 : Rh = 1.000 ( Eq. 26.9-15) C = 0.200 Vbar (sub Zbar) = 97.110 (Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15 ) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.935 RI = 1.000 (Eq. 26.9-15 ) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12 ) AlphaBar = 0.154 Rn = 0.000 (Eq. 26.9-13) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.891 (Eq. 26.9-7 ) ASCE 7-10 Wind Forces Chapter 27 Part I File=h:\CIRCLE-1\C0_COM-1.01-\3DC2F-1.061\334DC-1.148\CIRCLE-1.EC6 p = 4.0 ft^2 Is Ao > 1.10 * Aoi ? = ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 r.i Is Ao > Reference Area ? = a e Description : --None-- East Wall West Wall Roof Total Agross 613.0 ft^2 West Gust Factor Calculation, Building FLEXIBLE for Wind from West direction 353.0 ft"2 ft^2 1,932.0 ftA2 Aopenings 0.0 ft^2 Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8908 East-West Damping Ratio = 0.020 (i.e for 2% enter 0.02 ) No No Reference area = smaller of 4 sq. ft. or 1 % of Agross = 4.0 ft"2 n for Rh = 0.000 From Table26.9-1 : = 224.0 ft"2 Rh = 1.000 (Eq. 26.9-15 ) C = 0.200 Vbar (sub Zbar) = 97.110 (Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 el3ar = 0.200 Q = 0.935 RI = 1.000 (Eq. 26.9-15) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12 ) AlphaBar = 0.154 Rn = 0.000 (Eq. 26.9-13) gR = 0.000 Is Aoi / Agi >= 0.20 ? = Yes Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.891 ( Eq. 26.9-7 ) Enclosure = 4.0 ft^2 Is Ao > 1.10 * Aoi ? = No Check if Building Qualifies as "Open" = 224.0 ft"2 Is Ao > Reference Area ? = No North Wall South Wall East Wall West Wall Roof Total Agross 613.0 ft^2 613.0 ft^2 353.0 ft^2 353.0 ft"2 ft^2 1,932.0 ftA2 Aopenings 0.0 ft^2 0.0 ft^2 124.0 ft^2 100.0 ft^2 ft"2 224.0 ft"2 Aopenings - 0.8 * Agross ? No No No No All four Agross values must be non -zero Building does NOT qualify as "Open" North Elevation : Determine Enclosure Classification Der ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1% of Agross = 4.0 ft^2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total - Ao = 224.0 ft"2 Is Ao > Reference Area ? = No Agi = Ag -total - Ag = 1,319.0 ft^2 Is Aoi / Agi >= 0.20 ? = Yes Aoi / Agi = 0.1698 Building is "Enclosed" when the North wall receives positive external pressure South Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 4.0 ft"2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total - Ao = 224.0 ft"2 Is Ao > Reference Area ? = No Agi = Ag -total - Ag = 1,319.0 ft^2 Is Aoi / Agi - 0.20 ? = Yes Aoi/Agi = 0.1698 Building is "Enclosed" when the South wall receives positive external pressure East Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 3.530 ft^2 Is Ac > 1.10 * Aoi ? = Yes Aoi = Ao-total - Ao = 100.0 ft^2 Is Ao > Reference Area ? = Yes Agi = Ag -total - Ag = 1,579.0 ft^2 Is Aoi / Agi >= 0.20 ? = Yes Aoi / Agi = 0.06333 Building is "Partially Enclosed" when the East wall receives positive external pressure West Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 3.530 ft^2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total - Ao = 124.0 ft^2 Is Ao > Reference Area ? = Yes Agi = Ag -total - Ag = 1,579.0 ft^2 Is Aoi / Agi >= 0.20 ? = Yes Aoi/Agi = 0.07853 Building is "Enclosed" when the West wall receives positive external pressure ASCE 7-10 Wind Forces Cha ter 27 Part I File=h:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.081\334DC-�1.14B\CIRCLE-1.EC6 p ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Description : -None-- Velocity Pressures When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) North Wall = 0.8489 psf South Wall = 0.8489 psf East Wall = 0.8489psf West Wall = 0.8489 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) : North Wall = 24.429 psf South Wall = 24.429 psf East Wall = 24.429psf West Wall = 24.429 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 4.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 8.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 12.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1 North South East West +l- 0.180 +l- 0.180 +l 0.550 +l 0.180 Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall Side Walls -0.70 -0.70 -0.70 -0.70 ASCE Snow Loads File=,H:1CIRCLE-1\CO_COM-1.01-13DC2F-1.OBI\334DC-1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 Description : --None-- Flat Roof Snow Loads Description : Ground Snow Load, per Fig 7-1 25.00 psf Terrain Category B (see ASCE 7-10 Section 26.7) Exposure of Roof Partially Exposed Ce : Exposure Factor, Table 7-2 1.00 Ct : Thermal Factor 1.0 : All not otherwise defined Risk Category, per Table 1.5-1 1 Importance Factor, Is, Table 1.5-2 0.80 Snow Drifts on Lower Roofs Description: Balanced Snow Load Ground Snow Load lu - upper ludower Height of Roof Step Snow Density hb: Balanced he : Step Height - hb he / hb Roof Slope, Sec .7.3.4 W : Horiz. Distance from eave to ridge Roof Configuration per ASCE 7-10 10.00 5.00 ft Monoslope pm, Minimum required 16.00 psf pf, Calculated Snow Load per Equation 7-1 14.00 psf pf, Design Snow Load Max(pm min, pf calc) 16.00 psf per ASCE 7-10 18.00 psf hd : leeward 1.66 ft 30.00 psf hd : windward 1.25 ft 2.00 ft hd : Max 1.66 ft 0.00 ft hd : Design 1.66 ft 15.00 ft pd: Max Drift Only 29.75 psf 17.90 pcf pd + Balanced 47.75 psf 1.01 ft W: Drift Width 0.00 ft 13.99 ft 13.92 Total Snow Load @ End of Drift 47.75 psf Steel Beam Description : J1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending D(0.16675) Lif0.1334) S(0.2001) Span = 16.0 ft HSS6x4x5/16 ENERCALC, INC. 1963-2016, Build:6.16.10.31, Ver:6.16.10.31 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0250, Lr = 0.020, S = 0.030 ksf, Tributary Width = 6.670 ft Varying Uniform Load: S(S,E) = 0.0->0.020 k/ft, Extent = 12.0 -->> 16.0 ft, Trib Width =1.0 ft DESIGN SUMMARY . • Maximum Be nd i ng Stress Ratio -- 6. n : _1 Maximum Shear Stress Ratio = 0.055: 1 Section used for this span HSS6x4x5/16 Section used for this span HSS6x4x5/16 Ma: Applied 11.766 k -ft Va : Applied 2.971 k Mn / Omega: Allowable 25.699 k -ft Vn/Omega : Allowable 53.603 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.000ft Location of maximum on span 16.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.414 in Ratio = 463 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.758 in Ratio = 253 >=180 Max Upward Total Deflection .- 0.000 in Ratio = 0 <180 .... - _- __.._.. ...... ____.__- _ ...... ._........... ___ .___ ----- .__.__._ Maximum Forces & Stresses for Load Combinations . ........... ______...___.._-.___.._........__..... ___..____.__ ...... _.-_._.______.__.....__..____.__ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 16.00 ft 1 0.208 0.025 5.34 5.34 42.92 25.70 1.00 1.00 1.33 89.52 53.60 +D+L+H Dsgn. L = 16.00 ft 1 0.208 0.025 5.34 5.34 42.92 25.70 1.00 1.00 1.33 89.52 53.60 +D+Lr+H Dsgn. L = 16.00 ft 1 0.374 0.045 9.60 9.60 42.92 25.70 1.00 1.00 2.40 89.52 53.60 +D+S+H Dsgn. L = 16.00 ft 1 0.458 0.055 11.77 11.77 42.92 25.70 1.00 1.00 2.97 89.52 53.60 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 ft 1 0.332 0.040 8.54 8.54 42.92 25.70 1.00 1.00 2.13 89.52 53.60 +D+0.750L+0.750S+H Dsgn. L = 16.00 It 1 0.395 0.048 10.16 10.16 42.92 25.70 1.00 1.00 2.56 89.52 53.60 +D+0.60W+H Dsgn. L = 16.00 ft 1 0.208 0.025 5.34 5.34 42.92 25.70 1.00 1.00 1.33 89.52 53.60 +D+0.70E+H Dsgn. L = 16.00 ft 1 0.208 0.025 5.34 5.34 42.92 25.70 1.00 1.00 1.33 89.52 53.60 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.00 ft 1 0.332 0.040 8.54 8.54 42.92 25.70 1.00 1.00 2.13 89.52 53.60 +D+0.750 L+0.750S+0.450 W+H Dsgn. L = 16.00 ft 1 0.395 0.048 10.16 10.16 42.92 2570 1.00 1.00 2.56 89.52 53.60 +D+0.750L+0.750 S+0.5250 E+H Dsgn. L = 16.00 ft 1 0.395 0.048 10.16 10.16 42.92 25.70 1.00 1.00 2.56 89.52 53.60 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.125 0.015 3.20 3.20 42.92 25.70 1.00 1.00 0.80 89.52 53.60 Steel Beam Description: ,11 Load Combination Segment Length File = INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +U.6Ul)+U.7Ut+U.6UH Dsgn. L = 16.00 ft 1 0.125 0.015 3.20 3.20 42.92 25.70 1.00 1.00 0.80 89.52 53.60 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+S+H 1 0.7576 8.046 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.938 2.971 Overall MINimum 0.800 0.800 +D+H 1.334 1.334 +D+L+H 1.334 1.334 +D+Lr+H 2.401 2.401 +D+S+H 2.938 2.971 +D+0.750Lr+0.750L+H 2.134 2.134 +D+0.750L+0.750S+H 2.537 2.562 +D+0.60W+H 1.334 1.334 +D+0.70E+H 1.334 1.334 +D+0.750Lr+0.750L+0.450W+H 2.134 2.134 +D+0.750L+0.750S+0.450W+H 2.537 2.562 +D+0.750L+0.750S+0.5250E+H 2.537 2.562 +0.60D+0.60W+0.60H 0.800 0.800 +0.60D+0.70E+0.60H 0.800 0.800 D Only 1.334 1.334 Lr Only 1.067 1.067 L Only S Only 1.604 1.637 W Only E Only H Only Masonry BeamFile=H:1CIRCLE-11C0_COM-�1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-1.EC6 y ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : ML1 Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 End X Dead Load L : Floor Live Lr: Roof Live S: Snow Load Combinations Used : IBC 2015 E : Earthquake #1 0.0 ft 4.0 ft 0.50 General Information 0.060 j =1- k/3 k/ft #2 ft fm 1,500.0 psi Clear Span 4.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 1.330 ft # Bars E/F 1 Em = fm * 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin -Pin Btm Clear 4.0 in Block Type Normal Wt Equiv. Solid Thick 7.60 in # Bar Sets 1 Lateral Wind Load 30.0 psf Wall Weight 84.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Allowable k -ft fb/Fb Calculate vertical beam weight? No n 25,778 1.160 k -ft rm Uniform Loads Ld #1: D 0.50 Lr0.080 S(0.060) Beam Support Beam Support 0 0 Start X End X Dead Load L : Floor Live Lr: Roof Live S: Snow W: Wind E : Earthquake #1 0.0 ft 4.0 ft 0.50 0.080 0.060 j =1- k/3 k/ft #2 ft ft M:Stl = Fs As j d k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY • Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actual Allowable k -ft fb/Fb 0.1003 0.01613 0.1016: 1.00 Vertical Loads 1.160 k -ft 11.565 k -ft for Load Combination : +D+Lr+H fv/Fv 0.2919 0.01437 0.2923:1.00 Lateral Loads 0.05159 k -ft 3.198 for Load Combination: +D+0.70E+H Minimum Mn = 1.3 * Fcr * S = Vertical Strength As rho np k : ((np)12+2np)^.5-np j=1 -k/3 M:mas=Fb k j b d12/2 M:Stl = Fs As j d Maximum Shear Vertical Loads for Load Combination 3.507 k -ft Lateral Loads for Load Combination Actual Allowable +D+Lr+H 12.720 psi 43.571 psi +D+0.70E+H 0.5564 psi 38.730 psi (Checking lateral bending for span) 0.310 in^2 0.003342 0.08614 0.3378 0.8874 4.546 k -ft 3.198 k -ft Lateral Strength 0.620 in12 As 0.006799 rho 0.1753 n 0.4422 kp (np^2+2np)^.5-np 0.8526 j =1- k/3 11.565 k -ft M:mas=Fb k j b d12/2 12.645 k -ft M:Stl = Fs As j d Actual Allowable +D+Lr+H 12.720 psi 43.571 psi +D+0.70E+H 0.5564 psi 38.730 psi (Checking lateral bending for span) 0.310 in^2 0.003342 0.08614 0.3378 0.8874 4.546 k -ft 3.198 k -ft Mason Beam File=H:1CIRCLE-11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : MU Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k -ft k -ft psi psi k -ft k -ft psi psi +D+H 1.00 11.56 10.97 43.57 0.00 3.20 0.00 38.73 +D+L+H 1.00 11.56 10.97 43.57 0.00 3.20 0.00 38.73 +D+Lr+H 1.16 11.56 12.72 43.57 0.00 3.20 0.00 38.73 +D+S+H 1.12 11.56 12.28 43.57 0.00 3.20 0.00 38.73 +D+0.750Lr+0.750L+H 1.12 11.56 12.28 43.57 0.00 3.20 0.00 38.73 +D+0.750L+0.750S+H 1.09 11.56 11.95 43.57 0.00 3.20 0.00 38.73 +D+0.60W+H 1.00 11.56 10.97 43.57 0.05 3.20 0.52 38.73 +D+0.70E+H 1.00 11.56 10.97 43.57 0.05 3.20 0.56 38.73 +D+0.750Lr+0.750L+0.450W+H 1.12 11.56 12.28 43.57 0.04 3.20 0.39 38.73 +D+0.750L+0.750S+0.450W+H 1.09 11.56 11.95 43.57 0.04 3.20 0.39 38.73 +D+0.750L+0.750S+0.5250E+H 1.09 11.56 11.95 43.57 0.04 3.20 0.42 38.73 +0.60D+0.60W+0.60H 0.60 11.56 6.58 43.57 0.05 3.20 0.52 38.73 +0.60D+0.70E+0.60H 0.60 11.56 6.58 43.57 0.05 3.20 0.56 38.73 Mason Beam File=H:1CIRCLE-11C0_COM-1.01-13DC2F-1.0BI\334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31. Ver.6.16.10.31 Description : ML2 Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 End X Dead Load L : Floor Live Lr: Roof Live S: Snow Load Combinations Used : IBC 2015 E : Earthquake #1 ft 4.0 ft 0.50 General information 0.060 j =1 - k/3 k/ft #2 ft fm 1,500.0 psi Clear Span 10.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 2.0 ft # Bars E/F 1 Em = fm * 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin -Pin Btm Clear 4.0 in Block Type Normal Wt Equiv. Solid Thick 7.60 in # Bar Sets 2 Lateral Wind Load 30.0 psf Wall Weight 84.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Allowable k -ft fb/Fb Calculate vertical beam weight ? No n 25.778 2.970 k -ft Ld #1: D 0.50 Lr0.080 S(0.060) Beam Support Beam Support Uniform Loads Start X End X Dead Load L : Floor Live Lr: Roof Live S: Snow W: Wind E : Earthquake #1 ft 4.0 ft 0.50 0.080 0.060 j =1 - k/3 k/ft #2 ft ft M:Stl = Fs As j d k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY • Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actual Allowable k -ft fb/Fb 0.1363 0.07697 0.1565: 1.00 Vertical Loads 2.970 k -ft 21.784 k -ft for Load Combination : +D+Lr+H fv/Fv 0.2709 0.03592 0.2733: 1.00 Lateral Loads 0.4849 k -ft 6.30 for Load Combination : +D+0.70E+H Minimum Mn = 1.3 * Fcr * S = Vertical Strength As rho np k : ((np)^2+2np)^.5-np j=1 -k/3 M:mas=Fb k j b dA2/2 M:Stl = Fs As j d Maximum Shear Vertical Loads for Load Combination 7.930 k -ft Lateral Loads for Load Combination Actual Allowable 12.170 psi 44.927 psi +D+Lr+H +D+0.70E+H 1.391 psi 38.730 psi (Checking lateral bending for span) 0.620 in^2 0.004444 0.1146 0.3776 0.8741 7.528 k -ft 6.30 k -ft Lateral Strength 0.620 in^2 As 0.004066 rho 0.1048 n 0.3649 kp (np^2+2np)1.5-np 0.8784 j =1 - k/3 27.492 k -ft M:mas=Fb k j b d^2/2 21.784 k -ft M:Stl = Fs As j d Actual Allowable 12.170 psi 44.927 psi +D+Lr+H +D+0.70E+H 1.391 psi 38.730 psi (Checking lateral bending for span) 0.620 in^2 0.004444 0.1146 0.3776 0.8741 7.528 k -ft 6.30 k -ft Mason Beam File=H:1CIRCLE-1\CO_COM-1.01-\3DC2F-1.OBI\334DC-�1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Description : MI -2 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k -ft k -ft psi psi k -ft k -ft psi psi +D+H 2.56 21.78 10.49 44.93 0.00 6.30 0.00 38.73 +D+L+H 2.56 21.78 10.49 44.93 0.00 6.30 0.00 38.73 +D+Lr+H 2.97 21.78 12.17 44.93 0.00 6.30 0.00 38.73 +D+S+H 2.87 21.78 11.75 44.93 0.00 6.30 0.00 38.73 +D+0.750Lr+0.750L+H 2.87 21.78 11.75 44.93 0.00 6.30 0.00 38.73 +D+0.750L+0.750S+H 2.79 21.78 11.44 44.93 0.00 6.30 0.00 38.73 +D+0.60W+H 2.56 21.78 10.49 44.93 0.45 6.30 1.29 38.73 +D+0.70E+H 2.56 21.78 10.49 44.93 0.48 6.30 1.39 38.73 +D+0.750Lr+0.750L+0.450W+H 2.87 21.78 11.75 44.93 0.34 6.30 0.97 38.73 +D+0.750L+0.750S+0.450W+H 2.79 21.78 11.44 44.93 0.34 6.30 0.97 38.73 +D+0.750L+0.750S+0.5250E+H 2.79 21.78 11.44 44.93 0.36 6.30 104 38.73 +0.60D+0.60W+0.60H 1.54 21.78 6.30 44.93 0.45 6.30 1.29 38.73 +0.60D+0.70E+0.60H 1.54 21.78 6.30 44.93 0.48 6.30 1.39 38.73 Masonry Slender Wall Roof Attachment FloorAttachment KW -06011271 Description : TYPICAL WALL Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm' = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1034 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 14.50 ft B Parapet height = 1.0 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 15.0 psf D Lr Distributed Lateral Load File = H:\CIRCLE-11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in Temp Diff across thickness = deg F in Min Allow Out -of -plane Defl Ratio = 0 3.8125 in Minimum Vertical Steel % = 0.0020 5 48.0 in B A Roof Attachment FloorAttachment DL: Dead Lr: Roof Live Lf : Floor Live S: Snow W: Wind 0.30 0.20 0.40 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf (Applied to full "STRIP Width') L E W Endpoints from Base top bottom 0.0160 0.030 k/ft k/ft Masonry Slender Wall Description : TYPICAL WALL = H:ICIRCLE-1\C0_COM-1.01-13DC2F-1.OB11334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 19832016, Build:6.16.10.31, Ver:6.16.10.31 DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in +1.20D+0.5OLr+1.60L+1.60H at 14.02 to 14. Governing Load Combination ... Actual Values ... Allowable Values .. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5750 +1.20D+1.60S+0.50W+1.60H at 11.60 to 12.0 +1.20D+0.50L+0.70S+E+1.60H Max Mu 0.9018 k -ft Phi * Mn 1.568 k -ft PASS Service Deflection Check Actual Defl. Ratio U 464 Allowable Defl. Ratio 150 +0.90D+E+0.90H at 7.25 to 7.73 E Only Max. Deflection 0.3752 in 0.59 PASS Axial Load Check Max Pu / Ag 22.779 psi Max. Allow. Defl. 1.160 in 16.560 +1.20D+0.50L+0.70S+E+1.60H Location 7.975 ft 0.2 *fm 300.0 psi PASS Reinforcing Limit Check 0.90 16.560 0.44 0.47 0.90 Controlling As/bd 0.001694 As/bd 0.1034 rho bal 0.1035 Design Maximum Combinations - Moments _ Axial Load Load Combination Pu 0.2*fm`b*t +1.40D+1.60H at 14.02 to 14.50 0.534 +1.20D+0.5OLr+1.60L+1.60H at 14.02 to 14. 0.558 +1.20D+1.60L+0.50S+1.60H at 14.02 to 14.5 0.658 +1.20D+1.6OLr+0.50L+1.60H at 14.02 to 14. 0.778 +1.20D+1.60Lr+0.50W+1.60H at 10.63 to 11. 1.001 +1.20D+0.50L+1.60S+1.60H at 14.02 to 14.5 1.098 +1.20D+1.60S+0.50W+1.60H at 11.60 to 12.0 1.257 +1.20D+0.5OLr+0.50L+W+1.60H at 8.22 to 8. 0.941 +1.20D+0.50L+0.50S+W+1.60H at 8.22 to 8.7 1.041 +1.200+0.50L+0.70S+E+1.60H at 7.73 to 8.2 1.153 +0.90D+W+0.90H at 7.73 to 8.22 0.654 +0.90D+E+0.90H at 7.25 to 7.73 0.678 Design Maximum Combinations - Deflections Maximum Reactions ... for Load Combination.... Top Horizontal E Only 0.2071 k Base Horizontal E Only 0.1804 k Vertical Reaction +D+S+H 1.553 k 16.560 Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 16.560 0.44 0.24 0.90 16.560 0.44 0.26 0.90 16.560 0.44 0.32 0.90 16.560 0.44 0.38 0.90 16.560 0.44 0.43 0.90 16.560 0.44 0.56 0.90 16.560 0.44 0.59 0.90 16.560 0.44 0.54 0.90 16.560 0.44 0.58 0.90 16.560 0.44 0.90 0.90 16.560 0.44 0.47 0.90 16.560 0.44 0.75 0.90 1.42 0.078 0.0017 0.1033 1.42 0.078 0.0017 0.1033 1.45 0.078 0.0017 0.1033 1.48 0.078 0.0017 0.1032 1.54 0.078 0.0017 0.1031 1.56 0.078 0.0017 0.1031 1.60 0.078 0.0017 0.1030 1.52 0.078 0.0017 0.1032 1.55 0.078 0.0017 0.1031 1.58 0.078 0.0017 0.1031 1.45 0.078 0.0017 0.1033 1.45 0.078 0.0017 0.1033 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft fi^4n,14n^4 in +D+H at 8.22 to 8.70 0.701 0.44 0.10 331.10 19.13 331.100 0.009 19,710.5 +D+L+H at 8.22 to 8.70 0.701 0.44 0.10 331.10 19.13 331.100 0.009 19,710.5 +D+Lr+H at 8.22 to 8.70 0.901 0.44 0.17 331.10 19.71 331.100 0.015 11,810.3 +D+S+H at 8.22 to 8.70 1.101 0.44 0.23 331.10 20.28 331.100 0.021 8,424.5 +D+0.75OLr+0.750L+H at 8.22 to 8.70 0.851 0.44 0.15 331.10 19.56 331.100 0.013 13,127.0 +D+0.750L+0.750S+H at 8.22 to 8.70 1.001 0.44 0.20 331.10 20.00 331.100 0.018 9,835.3 +D+0.60W+H at 7.25 to 7.73 0.754 0.44 0.32 331.10 19.28 331.100 0.029 6,095.6 +D+0.70E+H at 7.25 to 7.73 0.754 0.44 0.55 331.10 19.28 24.095 0.188 927.8 +D+0.75OLr+0.750L+0.450W+H at 7.73 to 8.2 0.877 0.44 0.31 331.10 19.64 331.100 0.028 6,223.5 +D+0.750L+0.750S+0.450W+H at 7.73 to 8.22 1.027 0.44 0.36 331.10 20.07 331.100 0.032 5,370.8 +D+0.750L+0.750S+0.5250E+H at 7.73 to 8.2 1.027 0.44 0.54 331.10 20.07 25.964 0.170 1,022.3 +0.60D+0.60W+0.60H at 7.25 to 7.73 0.452 0.44 0.29 331.10 18.39 331.100 0.025 6,955.2 +0.60D+0.70E+0.60H at 7.25 to 7.73 0.452 0.44 0.51 331.10 18.39 25.890 0.121 1,439.1 D Only at 8.22 to 8.70 0.701 0.44 0.10 331.10 19.13 331.100 0.009 19,710.5 Lr Only at 8.22 to 8.70 0.200 0.44 0.07 331.10 17.64 331.100 0.006 29,665.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Masonry Slender Wall Mcr KW -0601 IM k -ft Description : TYPICAL WALL 0.44 Design Maximum Combinations - Deflections 0.39 Axial Load Load Combination Pu 0.00 k S Only at 8.22 to 8.70 0.400 W Only at 6.77 to 7.25 0.000 E Only at 6.77 to 7.25 0.000 +D+0.60W+H 0.000 Reactions - Vertical & Horizontal Moment Values Mcr Mactual k -ft k -ft 0.44 0.13 0.44 0.39 0.44 0.65 0.00 0.00 Load Combination Base Horizontal +D+H 0.0 k +D+L+H 0.0 <. +D+Lr+H 0.0 r. +D+S+H 0.0 k +D+0.750Lr+0.750L+H 0.0 x +D+0.750L+0.750S+H 0.0 0.033 5,284.4 +D+0.60W+H 0.1 <. +D+0.70E+H 0.1 k +D+0.750Lr+0.750L+0.450W+H 0.1 { +D+0.750L+0.750S+0.450W+H 0.1 k +D+0.750L+0.750S+0.5250E+H 0.1 1, +0.60D+0.60W+0.60H 0.1 k +0.60D+0.70E+0.60H 0.1 1.453 D Only 0.0 r. Lr Only 0.0 0.07 L Only 0.0 k S Only 0.0 k W Only 0.1 k E Only 0.2 k H Only 0.0 k = H:\CIRCLE-1\CO_COM^1.01-13DC2F-1.081\334DC-1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Results reported for "Strip Width" = 12 in. Top Horizontal Stiffness 0.01 Deflections I gross I cracked I effective Deflection Defl. Ratio n <, k 0.02 „ 331.10 18.24 331.100 0.012 14,812.6 331.10 17.04 331.100 0.033 5,284.4 331.10 17.04 19.013 0.375 463.7 0.00 0.00 0.000 0.000 0.0 1.153 Results reported for "Strip Width" = 12 in. Top Horizontal Vertical @ Wall Base 0.01 k 1.153 k 0.01 k 1.153 k 0.02 k 1.352 k 0.03 k 1.552 k 0.02 k 1.303 k 0.02 k 1.453 k 0.06 k 1.153 k 0.13 k 1.152 k 0.04 k 1.302 k 0.03 k 1.453 k 0.09 k 1.453 k 0.07 k 0.691 k 0.14 k 0.692 k 0.01 k 1.153 k 0.01 k 0.200 k 0.00 k 0.000 k 0.02 k 0.400 k 0.12 k 0.000 k 0.21 k 0.000 k 0.00 k 0.000 k Wall FootingFile=H:1CIRCLE�-11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-1.EC6 1111 ENERCALC, INC. 1963-2016, Build:6.16.10.31, Ver: .16.10.31 r.r11271 Licensee; GALLOWAY & COMPANY, Description : WF1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) _ Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. _ T Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = Min Steel % Bending Reinf. Allow. Pressure Increase per foot of depth = Min Allow % Temp Reinf. = 0.00180 when base footing is below = Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0. 1 Allow. Pressure Increase per foot of width = AutoCalc Footing Weight as DL Yes when footing is wider than = Adjusted Allowable Bearing Pressure = Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 12.0 in Bars along X -X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = from center of footing = 0 in s• R x -F 1 9" 5 ars 12 in o. . 1 X- +Z ied Loads I P: Column Load = OB : Overburden = V -x = M-zz = Vx applied = in above top of footing L 0.20 W E 2.50 ksf No 250.0 pcf 0.450 3.0 ft ksf ft ksf ft 2.50 ksf 12.00 # 5 H k ksf k k -ft Wall FootingFile=H:\CIRCLE-1100_COM-1.01-\3DC2F-1.061\334DC-1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1963.2016, Build:6.16.10.31, Ver: .16.10.31 0.r11271 Licensee: GALLOWAY& COMPANY, Description : WF1 DESIGN SUMMARY - . • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3513 Soil Bearing 0.8783 ksf 2.50 ksf +D+S+H PASS 0.007923 Z Flexure (+X) 0.09612 k -ft 12.131 k -ft +1.20D+0.50L+1.60S+1 PASS 0.004798 Z Flexure (-X) 0.05820 k -ft 12.131 k -ft +0.90D+E+0.90H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.50 ksf 0.0 in 0.7450 ksf 0.7450 ksf 0.298 +D+L+H 2.50 ksf 0.0 in 0.7450 ksf 0.7450 ksf 0.298 +D+Lr+H 2.50 ksf 0.0 in 0.7983 ksf 0.7983 ksf 0.319 +D+S+H 2.50 ksf 0.0 in 0.8783 ksf 0.8783 ksf 0.351 +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 0.7850 ksf 0.7850 ksf 0.314 +D+0.750L+0.750S+H 2.50 ksf 0.0 in 0.8450 ksf 0.8450 ksf 0.338 +D+0.60W+H 2.50 ksf 0.0 in 0.7450 ksf 0.7450 ksf 0.298 +D+0.70E+H 2.50 ksf 0.0 in 0.7450 ksf 0.7450 ksf 0.298 +D+0.750Lr+0.750L+0.450W+H 2.50 ksf 0.0 in 0.7850 ksf 0.7850 ksf 0.314 +D+0.750L+0.750S+0.450W+H 2.50 ksf 0.0 in 0.8450 ksf 0.8450 ksf 0.338 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 0.8450 ksf 0.8450 ksf 0.338 +0.60D+0.60W+0.60H 2.50 ksf 0.0 in 0.4470 ksf 0.4470 ksf 0.179 +0.60D+0.70E+0.60H 2.50 ksf 0.0 in 0.4470 ksf 0.4470 ksf 0.179 Overturning Stability Units : k -ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn k -ft Side ? or Top ? in"2 in"2 in12 k -ft Status +1.40D+1.60H 0.09053 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.40D+1.60H 0.09053 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.07991 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.07991 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.08339 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.08339 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.08501 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.08501 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.08501 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.08501 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.09612 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.09612 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.09612 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.09612 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.07991 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.07991 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.08339 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.08339 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK File=H:1CIRCLE-1\CO_COM-1.01-\3DC2F1.0B11334DC-1.14B1CIRCLE-1.EC6Wail Footing ENERCALC, INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Description : WF1 +1.20D+0.50L+0.70S+E+1.60H 0.0857 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.70S+E+1.60H 0.0857 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK Wall FootingFile=H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.081\334DC-1.14B\CIRCLE-1.EC6 1111 ENERCALC, INC. 1983-2016, Build:6.16.10:31, Ver:6.16.10.31 ■ 0.011271 Licensee: GALLOWAY & COMPANY, Description : WR Footing Flexure Flexure Axis &Load Combination Mu Which Tension 9 Bot. As Req'd Gvrn. As Actual As Phi'Mn k -ft Side ? or Top ? in"2 in^2 in"2 k -ft Status +0.90D+W+0.90H 0.0582 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+W+0.90H 0.0582 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.0582 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.0582 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units : k Load Combination... Vu 9 -X Vu @ +X Vu:Max Phi Vn Vu I Phi"Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.70S+E+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK Wall Footing g 0.011271 Description : WF2 Code References File=H:1CIRCLE-1\CO_COM-1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee: GALLOWAY & COMPANY, Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.450 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 3.0 ft Min Steel % Bending Reinf. Allow. Pressure Increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.50 ksf Dimensions Reinforcing Footing Width = 2.50 ft Footing Thickness = 12.0 in Bars along X -X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in lea Loaas P: Column Load = OB: Overburden = V -x = M-zz = Vx applied = Lr L S W E H 1.20 0.160 0.360 k ksf __ _...._----- — k k -ft in above top of footing Wall FootingFile= MCIRCLE-11C0_COM-1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 1.111271 Licensee: GALLOWAY & COMPANY, Description : WF2 Gross Allowable Xecc -X DESIGN SUMMARY Ratio +D+H - • • Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift 0.276 Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3076 Soil Bearing 0.7690 ksf 2.50 ksf +D+S+H PASS 0.03394 Z Flexure (+X) 0.4118 k-ft 12.131 k-ft +1.20D+0.50L+1.60S+1 PASS 0.01948 Z Flexure (-X) 0.2363 k-ft 12.131 k-ft +0.90D+E+0.90H PASS 0.01842 1-way Shear (+X) 1.513 psi 82.158 psi +1.20D+0.50L+1.60S+1 PASS 0.01842 1 -way Shear (-X) 1.513 psi 82.158 psi +1.20D+0.50L+1.60S+1 Detailed Results +D+0.70E+H 2.50 ksf Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.50 ksf 0.0 in 0.6250 ksf 0.6250 ksf 0.250 +D+L+H 2.50 ksf 0.0 in 0.6250 ksf 0.6250 ksf 0.250 +D+Lr+H 2.50 ksf 0.0 in 0.6890 ksf 0.6890 ksf 0.276 +D+S+H 2.50 ksf 0.0 in 0.7690 ksf 0.7690 ksf 0.308 +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 0.6730 ksf 0.6730 ksf 0.269 +D+0.750L+0.750S+H 2.50 ksf 0.0 in 0.7330 ksf 0.7330 ksf 0.293 +D+0.60W+H 2.50 ksf 0.0 in 0.6250 ksf 0.6250 ksf 0.250 +D+0.70E+H 2.50 ksf 0.0 in 0.6250 ksf 0.6250 ksf 0.250 +D+0.750Lr+0.750L+0.450W+H 2.50 ksf 0.0 in 0.6730 ksf 0.6730 ksf 0.269 +D+0.750L+0.750S+0.450W+H 2.50 ksf 0.0 in 0.7330 ksf 0.7330 ksf 0.293 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 0.7330 ksf 0.7330 ksf 0.293 +0.60D+0.60W+0.60H 2.50 ksf 0.0 in 0.3750 ksf 0.3750 ksf 0.150 +0.60D+0.70E+0.60H 2.50 ksf 0.0 in 0.3750 ksf 0.3750 ksf 0.150 Overturning Stability Units : k -ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn k -ft Side ? or Top ? in"2 in^2 in^2 k -ft Status +1.40D+1.60H 0.3675 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.40D+1.60H 0.3675 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3284 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3284 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3452 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3452 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.358 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.358 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.358 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.358 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.4118 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.4118 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.4118 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.4118 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.3284 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.3284 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.3452 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.3452 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK File=H:1CIRCLE-11C0_COM-1.01-13DC2F-1.OB11334DC-1.14BICIRCLE-LEC6Wall Footing ENERCALC, INC. 1983-2016, Build:6.16.10.31. Ver:6.16.10.31 Description : WF2 +1.20D+0.50L+0.70S+E+1.60H 0.3573 A Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.70S+E+1.60H 0.3573 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK Footing File=RRCLE-1C0_COM-1.01-13DC2F-1.0BI1334DC-1.14BICIRCLE-1.EC6Wall ENERCALC, INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 0.011271 Licensee: GALLOWAY & COMPANY, Description : WF2 Footing Flexure Flexure Axis & Load Combination Mu Which Tension 9 Bot. As Req'd Gvrn. As Actual As Phi*Mn k -ft Side ? or Top ? in A2 in A2 in A2 k -ft Status +0.90D+W+0.90H 0.2363 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+W+0.90H 0.2363 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.2363 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.2363 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 1.35 psi 1.35 psi 1.35 psi 82.158 psi 0.01644 OK +1.20D+0.50Lr+1.60L+1.60H 1.207 psi 1.207 psi 1.207 psi 82.158 psi 0.01469 OK +1.20D+1.60L+0.50S+1.60H 1.269 psi 1.269 psi 1.269 psi 82.158 psi 0.01544 OK +1.20D+1.60Lr+0.50L+1.60H 1.315 psi 1.315 psi 1.315 psi 82.158 psi 0.01601 OK +1.20D+1.60Lr+0.50W+1.60H 1.315 psi 1.315 psi 1.315 psi 82.158 psi 0.01601 OK +1.20D+0.50L+1.60S+1.60H 1.513 psi 1.513 psi 1.513 psi 82.158 psi 0.01842 OK +1.20D+1.60S+0.50W+1.60H 1.513 psi 1.513 psi 1.513 psi 82.158 psi 0.01842 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.207 psi 1.207 psi 1.207 psi 82.158 psi 0.01469 OK +1.20D+0.50L+0.50S+W+1.60H 1.269 psi 1.269 psi 1.269 psi 82.158 psi 0.01544 OK +1.20D+0.50L+0.70S+E+1.60H 1.313 psi 1.313 psi 1.313 psi 82.158 psi 0.01598 OK +0.90D+W+0.90H 0.8681 psi 0.8681 psi 0.8681 psi 82.158 psi 0.01057 OK +0.90D+E+0.90H 0.8681 psi 0.8681 psi 0.8681 psi 82.158 psi 0.01057 OK STRUCTURAL CALCULATIONS PROJECT: Circle K 3805 Kipling St. Wheat Ridge, CO LDC04.01 SUBMITTAL: January 10, 2017 Building Department Submittal ►4, Wcity Of ud� �'^�ErY C1EVElAPMEi APPROVE® Ref�eMred for Lode Comnlian e. I2Sc ._ rte- a-zq-1 GS dans £xatniner Date Ydwtr� 77e oswo ealo perrnn oro oOd campytot,,",hall Oat to a permit pprovol of pleas s9eolatia ala aor Of the for, or on approval a(, any vlobtean to Orov+,rens of the Dwldinfl cede a Of oOy CO nroiOonces. p�erenrts Ateeanming to oe avtho"ty to violate o/concel the provlslms s codes or other ordino-es of the City shall not be valid Of emit Ga-l-loway uw of W,qd Ridg* Building DWIon Galloway & Company, Irc. o 303.770.8884* 6162 S. Willow Drive, Suite 320 * Greenwood Village, CO 80111 * www.GallowayUS.com Project Information Project Title : Circle K Car Wash Description I.D. : LDC04.01 Address : 3805 Kipling Street, Wheat Ridge, CO Project Leader : Redge Hudson Phone : 303.770.8884 Fax Project Notes :A_WHE-1.013\3E873-1.PER\334DC-1.14B\CI RCLE-1. EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 • • eMail : Redgehudson@galloway Building Code Information File= H:ICIRCLE-MO_WHE-1.013\3E873-1.PER\334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983.2016. Build:6.16.12.31. Ver:6.16.12.31 Governing Code : IBC 2012, ASCE 7-10, CBC 2013, AISC 360-10, NDS 2012, ACI 318-11, ACI City Jurisdiction : City of Wheat Ridge Contact Name Alternate Contact Building Official Address : 7500 W. 29th Ave., Wheat Ridge, CO 80033 Phone : 303.234.5900 Fax eMail Notes ASCE Seismic Base Shear File= H:\CIRCLE-1\CO_WHE-1.013\3E873-1.PER\334DC-1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31 --None-- Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 Gridded Ss & Slvalues ASCE-7-10 Standard Max. Ground Motions, 5% Damping: SS = 0.1903 g, 0.2 sec response S1 = 0.0599 g, 1.0 sec response Site Class, Site Coeff. and Desiqn Categor Latitude = 39.774 deg North Longitude = 105.100 deg West Location : Wheat Ridge, CO 80033 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Site Classification "D": Shear Wave Velocity 600 to 1,200 fvsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.60 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 2.40 Maximum Considered Earthquake Acceleration S Ms = Fa * Ss = 0.304 ASCE 7-10 Eq. 11.4-1 S M1 = Fv * S1 = 0.144 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration SDS S Ms2/3 = 0.203 ASCE 7-10 Eq. 11.4-3 S D1 S Mi2/3 = 0.096 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = B ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Intermediate reinforced masonry shear walls Response Modification Coefficient " R " = 3.50 Building height Limits: System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit No Limit Deflection Amplification Factor " Cd " = 2 25 Category"C" Limit No Limit Category "D" Limit Not Permitted NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Eauivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 15.330 It " x "value = 0.75 " Ta "Approximate fundamental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.155 sec "TU: Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.155 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.203 From Eq. 12.8-2, Preliminary Cs = 0.058 " R " : Response Modification Factor = 3.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed = 0.177 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.010 Cs: Seismic Response Coefficient = = 0.0580 Seismic Base Shear ASCE 7-70 Section 12.8.1 Cs - 0.0580 from 12.8.1.1 W ( see Sum Wi below) = 115.60 k Seismic Base Shear V = Cs * W = 6.70 k ASCE Seismic Base Shear = H:ICIRCLE-11C0_WHE-1.01313E873-1.PER1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver.6.16.12.31 Vertical Distribution of Seismic Forces ASCE?-10 Section 12.8.3 " k ": hx exponent based on Ta = ' 1.00 Table of building Weights by Floor Level... Level # Wi: Weight Hi: Height (Wi * Hi"k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 115.60 14.50 1,676.20 1.0000 6.70 6.70 0.00 Sum Wi = 115.60 k Sum Wi * Hi = 1,676.20 k -ft Total Base Shear = 6.70 k Base Moment = 97.2 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 115.60 6.70 6.70 115.60 6.70 4.69 9.39 6.70 6.70 Wpx .......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ......... 0.20 * S DSI * Wpx MAX Req'd Force @ Level ........ 0.40 * SDSI * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi 1 SUM(x->n) wi, x = Current level, n = Top Level ASCE Seismic Wall Anchorage rue= Description : --None-- Seismic Wall Anchorage per ASCE 7-10 Description : --None-- 1C0_COM-1.01-\3DC2F-1.OB1\334DC-1.14B\CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver.6.16.10.31 SDs = 0.1860 1: Importance Factor = 1.0 Wall Weight = Wall Height = 14.50 ft Parapet Height = 15.330 ft Horiz. Spacing between anchors = 4.0 ft Tributary Height = Wall height/2 + Parapet = Out -of -Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 4.613 psf Controlling Value = 10%*Weight 6.20 psf Out -of -Plane Wall Anchorage Force H = 14.50ft z = 14.50 ft U = Anchorage is not at roof and all diaphragms are not flexible Yes Multiplier = Ka = Based on (12.11-1) = 583.28lbs Controlling Value = Based on lower limit for Fp = 1,567.96lbs 62.0 psf 6.20 psf 40.0ft 1.0 1.40 1,567.96 lbs 22.580 ft ASCE 7-10 Wind Forces, Chapter 27, Part I p i6r11271 Description : --None-- --None-- File=H:\CIRCLE-11C0_COM-1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee: GALLOWAY & COMPANY, Basic Values Building Period Calculation Building Construction Type: Risk Category 2 per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) = 26.0 ft V: Basic Wind Speed 115.0 Horizontal Dim. in East-West Direction (B or L) = 40.0 ft Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h : Mean Roof height = 15.0 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 ft^2 ft"2 North : Exposure C East : Exposure C North: K1 = K2 = K3 = Kzt = 1.000 South : Exposure C West: Exposure C South: K1 = K2 = K3 = Kzt = 1.000 Building Height = 15.0 ft East: K1 = K2 = K3 = Kzt = 1.000 Building Period & Flexibility Category West: K1 = K2 = K3 = Kzt = 1.000 User has entered building data to determine frequency and flexability type. Evaluate Cw Building Story Data Building Story Information ... hi Story Ht ER : X ER : X Level Description ft ft ft ft Roof 15.00 15.00 12.000 20.000 Grid 3 Building Period Calculation Building Construction Type: Concrete or Masonry Shear Wall Buildings Grid B Building Story Information ... Grid A N -S Level Story Ht hi North-South Li East-West Li N -S hi * Li E -W hi * Li ft ft ft ft ft^2 ft"2 Roof 15.00 15.00 0.00 0.00 0.0 0.0 Sum hi = 15.0 ft Sum hi * Li : North-South = 0.0 ft^2 Leffective : North-South = 0.0 ft Building Height = 15.0 ft East-West = 0.0 ft^2 East-West = 0.0 ft Total building height - 300 ft - OK Total building height > 4 * North-South Leff - Exceeds Limit! Evaluate Cw Building Story Information ... Wall ID Direction Grid 3 E -W Grid 1 E -W Grid B N -S Grid A N -S Calculated Natural Frequency North-South = 0.0 Hz East-West = 0.0 Hz Ai ft^2 Di ft hi ft Multiplier 26.80 40.00 15.33 22.87 26.80 40.00 15.33 22.87 2.22 3.33 15.33 0.11 6.66 10.00 15.33 2.16 North-South Direction Considered RIGID East-West Direction Considered RIGID ASCE 7-10 Wind Forces, Cha ter 27, Part I File=H:1CIRCLE-1\CO_COM-1.01-\3DC2F-1.081\334DC-1.14B\CIRCLE-2.EC6 p ENERCALC, INC.19832016, Build:6.16.10.31, Ver:6.16.10.31 KW -06011271 Licensee: GALLOWAY & COMPANY, IN. Description : --None-- North Gust Factor Calculation, Building FLEXIBLE for Wind from North direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8846 North-South Damping Ratio = 0.020 (i.e for 2% enter 0.02) n for Rh = 0.000 From Table26.9-1 : Rh = 1.000 (Eq. 26.9-15 ) C = 0.200 Vbar (sub Zbar) = 97.110 ( Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.923 RI = 1.000 (Eq. 26.9-15 ) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12 ) AlphaBar = 0.154 Rn = 0.000 ( Eq. 26.9-13) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.885 ( Eq. 26.9-7 ) South Gust Factor Calculation, Building FLEXIBLE for Wind from South direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8846 North-South Damping Ratio = 0.020 (i.e for 2% enter 0.02 ) n for Rh = 0.000 From Table26.9-1 : Rh = 1.000 (Eq. 26.9-15) C = 0.200 Vbar (sub Zbar) = 97.110 (Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15 ) L = 500.000 Lz bar = 427.057 ( Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.923 RI = 1.000 (Eq. 26.9-15 ) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12) AlphaBar = 0.154 Rn = 0.000 (Eq. 26.9-13) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.885 (Eq. 26.9-7) East Gust Factor Calculation, Building FLEXIBLE for Wind from East direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings GUST FACTOR = 0.8908 East-West Damping Ratio = 0.020 ( i.e for 2% enter 0.02 ) n for Rh = 0.000 From Table26.9-1 : Rh = 1.000 ( Eq. 26.9-15 ) C = 0.200 Vbar (sub Zbar) = 97.110 (Eq. 26.9-16) n for Rb = 0.000 Zmin = 15.000 Zbar = 15.000 Rb = 1.000 (Eq. 26.9-15) L = 500.000 Lz bar = 427.057 (Eq. 26.9-9) n for RI = 0.000 eBar = 0.200 Q = 0.935 RI = 1.000 (Eq. 26.9-15 ) Bbar = 0.650 N1 = 0.000 R = 0.000 (Eq. 26.9-12 ) AlphaBar = 0.154 Rn = 0.000 ( Eq. 26.9-13 } gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.891 ( Eq. 26.9-7 ) ASCE 7-10 Wind Forces, Chapter 27, Part I File= Description : --None-- West Gust Factor Calculation, Building FLEXIBLE for Wind from West direction Calculate Gust Factor per ASCE 26.9.5 for Flexible or Dynamically Sensitive Buildings East-West Damping Ratio = 0.020 ( i.e for 2% enter 0.02 ) From Table26.9-1 : 0.000 North Wall South Wall East Wall C = 0.200 Vbar (sub Zbar) = 97.110 ( Eq. 26.9-16 ) Zmin = 15.000 Zbar = 15.000 L = 500.000 Lz bar = 427.057 ( Eq. 26.9-9 ) el3ar = 0.200 Q = 0.935 Bbar = 0.650 N1 = 0.000 AlphaBar = 0.154 Rn = 0.000 ( Eq. 26.9-13 ) Enclosure 0.000 Rh = Check if Building Qualifies as "Open" In for Rb = 0.000 North Wall South Wall East Wall West Wall Agross 613.0 ftA2 613.0 ftA2 353.0 ftA2 353.0 ftA2 Aopenings ftA2 ftA2 124.0 ftA2 100.0 ftA2 Aopenings - 0.8 * Agross ? No No No No 01-13DC2F-1.0611334DC-1.14B1CI RCLE-2. EC6 INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 GUST FACTOR = 0.8908 n for Rh = 0.000 Rh = 1.000 (Eq. 26.9-15 ) In for Rb = 0.000 Rb = 1.000 (Eq. 26.9-15) n for RI = 0.000 RI = 1.000 ( Eq. 26.9-15) R = 0.000 (Eq. 26.9-12 ) gR = 0.000 Izbar = 0.228 (Eq. 26.9-11 ) Gf = 0.891 ( Eq. 26.9-7) Roof Total ftA2 1,932.0 ftA2 ftA2 224.0 ftA2 All four Agross values must be non -zero Building does NOT qualify as "Open" North Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or I% of Agross = 4.0 ftA2 Is Ao > 1.10' Aoi ? = No Aoi = Ao-total - Ao = 224.0 ftA2 Is Ao > Reference Area ? = No Agi = Ag -total - Ag = 1,319.0 ftA2 Is Aoi / Agi >= 0.20 ? = Yes Aoi / Agi = 0.1698 Building is "Enclosed" when the North wall receives positive external pressure South Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 4.0 ftA2 Is Ao > 1.10 *Aoi ? = No Aoi = Ao-total - Ao = 224.0 ftA2 Is Ao > Reference Area ? = No Agi = Ag -total - Ag = 1,319.0 ftA2 Is Aoi / Agi >= 0.20 ? = Yes Aoi / Agi = 0.1698 Building is "Enclosed" when the South wall receives positive external pressure East Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 3.530 ftA2 Is Ao > 1.10' Aoi ? = Yes Aoi = Ao-total - Ao = 100.0 ftA2 Is Ao > Reference Area ? = Yes Agi = Ag -total - Ag = 1,579.0 ftA2 Is Aoi / Agi >= 0.20 ? = Yes Aoi / Agi = 0.06333 Building is "Partially Enclosed" when the East wall receives positive external pressure West Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 3.530 ftA2 Is Ao > 1.10 * Aoi ? = No Aoi = Ao-total - Ao = 124.0 ftA2 Is Ao > Reference Area ? = Yes Agi = Ag -total - Ag = 1,579.0 ftA2 Is Aoi / Agi - 0.20 ? = Yes Aoi / Agi = 0.07853 Building is "Enclosed" when the West wall receives positive external pressure 31 ASCE 7-10 Wind Forces Chapter 27, Part I File=H:\CIRCLE-1ENERCA C,INC. � P ENERCALC, IN. 1 Description : --None-- Velocity Pressures When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) North Wall = 0.8489 psf South Wall = 0.8489 psf East Wall = 0.8489psf West Wall = When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) : North Wall = 24.429 psf South Wall = 24.429 psf East Wall = 24.429psf West Wall = qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 North Elevation South Elevation East Elevation Height Above Base (ft) Kz qz Kz qz Kz qz 1016, Build:6.16.10.31, Ver.6.16.10.31 • • 0.8489 Psf 24.429 psf West Elevation Kz qz 0.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 4.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 8.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 12.00 0.849 24.43 0.849 24.43 0.849 24.43 0.849 24.43 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1 North South East West +l 0.180 +/- 0.180 +l 0.550 +l 0.180 Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall Side Walls -0.70 -0.70 -0.70 -0.70 ASCE Snow Loads File= H:1CIRCLE-1\CO_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 0.r11271 Licensee: GALLOWAY & COMPANY, Description : --None-- Flat Roof Snow Loads Description : per ASCE 7-10 Ground Snow Load, per Fig 7-1 25.00 psf Roof Slope, Sec .7.3.4 10.00 Terrain Category B (see ASCE 7-10 Section 26.7) W : Horiz. Distance from eave to ridge 5.00 ft Exposure of Roof Partially Exposed Roof Configuration Monoslope Ce : Exposure Factor, Table 7-2 1.00 Ct : Thermal Factor 1.0 : All not otherwise defined pm, Minimum required 16.00 psf Risk Category, per Table 1.5-1 I pf, Calculated Snow Load per Equation 7-1 14.00 psf Importance Factor, Is, Table 1.5-2 0.80 pf, Design Snow Load Max(pm min, pf calc) 16.00 psf Snow Drifts on Lower Roofs Description : per ASCE 7-10 Balanced Snow Load 18.00 psf hd : leeward 1.66 ft Ground Snow Load 30.00 psf hd : windward 1.25 ft lu - upper 2.00 ft hd : Max 1.66 ft Iu-lower 0.00 ft hd : Design 1.66 ft Height of Roof Step 15.00 ft pd : Max Drift Only 29.75 psf Snow Density 17.90 pcf pd + Balanced 47.75 psf hb : Balanced 1.01 ft W : Drift Width 0.00 ft he : Step Height - hb 13.99 ft he / hb 13.92 Total Snow Load @ End of Drift 47.75 psf Wood Beam Description : 131 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties File= H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.061\334DC-1.14B\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination :IBC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1 800.0 ksi Wood Species Wood Grade Beam Bracing Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi 24F - V4 Fv Ft Beam is Fully Braced against lateral -torsional buckling 265.0 psi 1,100.0 psi Eminbend - yy Density 850.0 ksi 31.20pd D 0.6 Lr 0.48 S(M6) Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 5 125x18 Span = 10.0 ft Applied Loads Uniform Load : D = 0.0250, Lr = 0.020, S = 0.040 ksf, Tributary Width = 24.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY e - • Maximum Bending Stress Ratio = 0.306.- 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb : Actual = 845.53psi fv : Actual = 88.87 psi FB: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 2476>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.079 in Ratio= 1523>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C, C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.151 0.143 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.50 325.20 2160.00 2.10 34.18 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.136 0.129 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.50 325.20 2400.00 2.10 34.18 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.195 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.50 585.37 3000.00 3.78 61.53 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.306 0.292 1.15 1.000 1.00 1.00 1.00 1.00 1.00 19.50 845.53 2760.00 5.47 88.87 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.173 0.165 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.00 520.33 3000.00 3.36 54.69 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.259 0.247 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.50 715.45 2760.00 4.62 75.20 304.75 Wood Beam File=H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.061\334DC-1.148\CIRCLE ENERCALC, INC. 19832016, Build:6.16.10.31, Ver:6.16. Description : 131 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M +D+0.60W+H 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.085 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.50 +D+0.70E+H 0.00 715.45 3840.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =10.0 ft 1 0.085 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.50 +D+0.750Lr+0.750L+0.450W+H 3840.00 1.26 20.51 1.000 1.00 1.00 1.00 1.00 1.00 195.12 Length =10.0 ft 1 0.136 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.186 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.50 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.186 0.177 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.50 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.051 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.50 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.051 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.50 Overall Maximum Deflections Shear Values fb F'b V fv F'v Load Combination 0.00 0.00 0.00 0.00 325.20 3840.00 2.10 34.18 424.00 Support 2 0.00 0.00 0.00 0.00 325.20 3840.00 2.10 34.18 424.00 +D+L+H 0.00 0.00 0.00 0.00 520.33 3840.00 3.36 54.69 424.00 4.800 0.00 0.00 0.00 0.00 715.45 3840.00 4.62 75.20 424.00 3.000 0.00 0.00 0.00 0.00 715.45 3840.00 4.62 75.20 424.00 +0.60D+0.60W+0.60H 0.00 0.00 0.00 0.00 195.12 3840.00 1.26 20.51 424.00 2.400 0.00 0.00 0.00 0.00 195.12 3840.00 1.26 20.51 424.00 Load Combination Span Max. "-" DeFl Location in Span Load Combination Max. "+" Dell Location in Span +D+S+H 1 0.0787 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.800 7.800 Overall MINimum 1.800 1.800 +D+H 3.000 3.000 +D+L+H 3.000 3.000 +D+Lr+H 5.400 5.400 +D+S+H 7.800 7.800 +D+0.750Lr+0.750L+H 4.800 4.800 +D+0.750L+0.750S+H 6.600 6.600 +D+0.60W+H 3.000 3.000 +D+0.70E+H 3.000 3.000 +D+0.750Lr+0.750L+0.450W+H 4.800 4.800 +D+0.750L+0.750S+0.450W+H 6.600 6.600 +D+0.750L+0.750S+0.5250E+H 6.600 6.600 +0.60D+0.60W+0.60H 1.800 1.800 +0.60D+0.70E+0.60H 1.800 1.800 D Only 3.000 3.000 Lr Only 2.400 2.400 L Only S Only 4.800 4.800 W Only E Only H Only Wood Beam 0.861:1 Maximum Shear Stress Ratio File=H:1CIRCLE-11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-2.EC6 5.125x18 Section used for this span ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 0.r11271 fv : Actual Licensee: GALLOWAY & COMPANY, Description : 82 Load Combination +D+S+H Load Combination CODE REFERENCES 8.000ft Location of maximum on span Span # where maximum occurs = Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Span # where maximum occurs Maximum Deflection 1.00 Load Combination Set : IBC 2015 Max Downward Transient Deflection 0.344 in Ratio= 558>=360 Material Properties 0.000 in Ratio = 0 <360 Max Downward Total Deflection Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2015 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi 1.00 Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi 0.376 Ft 1,100.0 psi Density 31.20 pd Beam Bracing : Beam is Fully Braced against lateral -torsional buckling +D+S+H 1.00 Applied Loads Uniform Load : D = 0.0250, Lr = 0.020, S = 0.040 ksf, Tributary Width = 26.0 ft DESIGN_ SUMMARY_.___ _--- .__ Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.861:1 Maximum Shear Stress Ratio Section used for this span 5.125x18 Section used for this span fb : Actual = 2,344.93psi fv : Actual FB: Allowable = 2,723.39psi Fv: Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection 1.00 1.00 Max Downward Transient Deflection 0.344 in Ratio= 558>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.559 in Ratio= 343>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios M V Cd CFN Ci Cr +D+H 0.00 1.00 1.00 1.00 20.80 901.90 2131.35 Length =16.0 ft 1 0.423 0.290 0.90 0.987 1.00 1.00 +D+L+H 0.00 0.00 0.00 1.00 0.987 1.00 1.00 Length =16.0 ft 1 0.381 0.261 1.00 0.987 1.00 1.00 +D+Lr+H 0.00 0.00 0.00 0.987 1.00 1.00 Length =16.0 It 1 0.548 0.376 1.25 0.987 1.00 1.00 +D+S+H 1.00 0.00 0.987 1.00 1.00 Length =16.0 ft 1 0.861 0.590 1.15 0.987 1.00 1.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 0.987 1.00 1.00 Length =16.0 It 1 0.487 0.334 1.25 0.987 1.00 1.00 +D+0.750Li0.750S+H 110.60 331.25 1.00 1.00 0.987 1.00 1.00 Length =16.0 ft 1 0.729 0.499 1.15 0.987 1.00 1.00 Moment Values 0.590 : 1 5.125x18 = 179.72 psi = 304.75 psi +D+S+H 14.540 ft Span # 1 Shear Values C m C t C L M fb Fb V fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 20.80 901.90 2131.35 4.25 69.12 238.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 20.80 901.90 2368.17 4.25 69.12 265.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 37.44 1,623.41 2960.21 7.65 124.42 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 54.08 2,344.93 2723.39 11.05 179.72 304.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 33.28 1,443.04 2960.21 6.80 110.60 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 45.76 1,984.17 2723.39 9.35 152.07 304.75 Wood Beam Description : B2 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L = H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.OBI\334DC-1.148\CIRCLE-2.EC6 ENERCALC, INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Moment Values Shear Values M fb F'b V fv F'v Length =16.0 ft 1 0.238 0.163 1.60 0.987 1.00 1.00 1.00 1.00 1.00 20.80 901.90 3789.06 4.25 69.12 424.00 +D+0.70E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.238 0.163 1.60 0.987 1.00 1.00 1.00 1.00 1.00 20.80 901.90 3789.06 4.25 69.12 424.00 +D+0.75OLr+0.750L+0.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.381 0.261 1.60 0.987 1.00 1.00 1.00 1.00 1.00 33.28 1,443.04 3789.06 6.80 110.60 424.00 +D+0.750L+0.750S+0.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.524 0.359 1.60 0.987 1.00 1.00 1.00 1.00 1.00 45.76 1,984.17 3789.06 9.35 152.07 424.00 +D+0.750L+0.750S+0.5250E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.524 0.359 1.60 0.987 1.00 1.00 1.00 1.00 1.00 45.76 1,984.17 3789.06 9.35 152.07 424.00 +0.60D+0.60W+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.143 0.098 1.60 0.987 1.00 1.00 1.00 1.00 1.00 12.48 541.14 3789.06 2.55 41.47 424.00 +0.60D+0.70E+0.60H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.143 0.098 1.60 0.987 1.00 1.00 1.00 1.00 1.00 12.48 541.14 3789.06 2.55 41.47 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S+H 1 0.5591 8.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.520 13.520 Overall MINimum 3.120 3.120 +D+H 5.200 5.200 +D+L+H 5.200 5.200 +D+Lr+H 9.360 9.360 +D+S+H 13.520 13.520 +D+0.750Lr+0.750L+H 8.320 8.320 +D+0.750L+0.750S+H 11.440 11.440 +D+0.60W+H 5.200 5.200 +D+0.70E+H 5.200 5.200 +D+0.750Lr+0.750L+0.450W+H 8.320 8.320 +D+0.750L+0.750S+0.450W+H 11.440 11.440 +D+0.750L+0.750S+0.5250E+H 11.440 11.440 +0.60D+0.60W+0.60H 3.120 3.120 +0.60D+0.70E+0.60H 3.120 3.120 D Only 5.200 5.200 Lr Only 4.160 4.160 L Only S Only 8.320 8.320 W Only E Only H Only Wood Beam Description : B3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination JBC 2015 Fb - Compr 1,800.Oksi 1,650.0 psi Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade :24F - V4 Fv 850.0 ksi 1,100.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D 0.05 Lr 0.04 S 0.08 3.125x10.5 Span = 19.0 ft Applied Loads Uniform Load : D = 0.0250, Lr = 0.020, S = 0.040 ksf, Tributary Width = 2.0 ft Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = H:\CIRCLE-1\CO_COM-1.01-13DC2F-1.OBI\334DC-1.14B\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 2,400.0 psi E : Modulus of Elasticity 0.169 : 1 1,850.0 psi Ebend- xx 1,800.Oksi 1,650.0 psi Eminbend - xx 950.Oksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend - yy 850.0 ksi 1,100.0 psi Density 31.20 pcf Service loads entered. Load Factors will be applied for calculations. 0.4441 Maximum Shear Stress Ratio = 0.169 : 1 3.125x10.5 Section used for this span 3.125x10.5 1,225.93 psi fv : Actual = 51.51 psi 2,760.00psi Fv: Allowable = 304.75 psi +D+S+H Load Combination +D+S+H 9.500ft Location of maximum on span = 18.168 ft Span # 1 Span # where maximum occurs = Span # 1 0.435 in Ratio= 524> 360 0.000 in Ratio= 0 <360 0.707 in Ratio= 322>=180 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios C L Moment Values M fb Fb V Segment Length Span # M V C d C FN C i Cr +D+H 0.00 0.00 1.00 1.00 1.00 2.26 Length =19.0 ft 1 0.218 0.083 0.90 1.000 1.00 1.00 +D+L+H 0.00 1.000 1.00 1.00 Length =19.0 ft 1 0.196 0.075 1.00 1.000 1.00 1.00 +D+Lr+H 265.00 1.00 1.00 1.000 1.00 1.00 Length =19.0 ft 1 0.283 0.108 1.25 1.000 1.00 1.00 +D+S+H 848.72 3000.00 0.78 1.000 1.00 1.00 Length =19.0 ft 1 0.444 0.169 1.15 1.000 1.00 1.00 -D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.000 1.00 1.00 Length =19.0 ft 1 0.251 0.096 1.25 1.000 1.00 1.00 +D+0.750L+0.750S+H 0.00 0.00 0.00 1.000 1.00 1.00 Length =19.0 ft 1 0.376 0.143 1.15 1.000 1.00 1.00 C m C t C L Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.26 471.51 2160.00 0.43 19.81 238.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.06 1.00 2.26 471.51 2400.00 0.43 19.81 265.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.06 848.72 3000.00 0.78 35.66 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.87 1,225.93 2760.00 1.13 51.51 304.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.61 754.42 3000.00 0.69 31.70 331.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.96 1,037.32 2760.00 0.95 43.59 304.75 Wood Beam File= H:\CIRCLE-1iC0_COM-1.01-13DC2F-1.OBl\334DC-1.14B\CIRCLE-2.EC6 ENERCALC, INC. 19a2016, Build:6.16.10.31, Ver:6.16.10.31 Description : B3 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C t C L Moment Values M fb F'b Shear Values V fv F'v �.��.. .. Length = 19.0 ft 1 0.123 0.047 1.60 ..��� 1.000 ..�� 1.00 ...... 1.00 ...... 1.00 ..v.r 1.00 ..vv 1.00 2.26 471.51 V.VV 3840.00 V.VV 0.43 V.VV 19.81 -v 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.123 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.26 471.51 3840.00 0.43 19.81 424.00 +D+0.75OLr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.196 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.61 754.42 3840.00 0.69 31.70 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 It 1 0.270 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.96 1,037.32 3840.00 0.95 43.59 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 It 1 0.270 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.96 1,037.32 3840.00 0.95 43.59 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.0 ft 1 0.074 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 282.91 3840.00 0.26 11.89 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.074 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.35 282.91 3840.00 0.26 11.89 424.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.7066 9.569 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.235 1.235 Overall MINimum 0.285 0.285 +D+H 0.475 0.475 +D+L+H 0.475 0.475 +D+Lr+H 0.855 0.855 +D+S+H 1.235 1.235 +D+0.750Lr+0.750L+H 0.760 0.760 +D+0.750L+0.750S+H 1.045 1.045 +D+0.60W+H 0.475 0.475 +D+0.70E+H 0.475 0.475 +D+0.750Lr+0.750L+0.450W+H 0.760 0.760 +D+0.750L+0.750S+0.450W+H 1.045 1.045 +D+0.750L+0.750S+0.5250E+H 1.045 1.045 +0.60D+0.60W+0.60H 0.285 0.285 +0.60D+0.70E+0.60H 0.285 0.285 D Only 0.475 0.475 Lr Only 0.380 0.380 L Only S Only 0.760 0.760 W Only E Only H Only Steel Column Description : C2 Code References File = H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.OBI\334DC-1.148\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS4x4x1/4 Overall Column Height 14.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 10 ft, K =1.0 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 170.940 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 14.0 ft, D =10.20, LR = 8.320, S = 16.640 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5162: 1 Maximum SERVICE Load Reactions . . Load Combination +D+S+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... Top along Y -Y 0.0 k Pa : Axial 27.011 k Bottom along Y -Y 0.0 k Pn / Omega: Allowable 52.326 k Ma -x: Applied 0.0 k -ft Maximum SERVICE Load Deflections ... Mn -x / Omega: Allowable 8.425 k -ft Along Y -Y 0.0 in at 0.0ft above base for load combination : Ma -y: Applied 0.0 k -ft Mn -y / Omega: Allowable 8.425 k -ft Along X -X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.357 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.516 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.317 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.437 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.198 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.317 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.437 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.437 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.119 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.119 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 10.371 k Steel Column File = H:ICIRCLE-11CC_COM-1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31. Ver.6.16.10.31 Description : C2 Maximum Reactions Note: Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k k 10.371 k +D+Lr+H k k 18.691 k +D+S+H k k 27.011 k +D+0.750Lr+0.750L+H k k 16.611 k +D+0.750L+0.750S+H k k 22.851 k +D+0.60W+H k k 10.371 k +D+0.70E+H k k 10.371 k +D+0.750Lr+0.750LA.450W+H k k 16.611 k +D+0.750L+0.750S+0.450W+H k k 22.851 k +D+0.750L+0.750S+0.5250E+H k k 22.851 k +0.60D+0.60W+0.60H k k 6.223 k +0.60D+0.70E+0.60H k k 6.223 k D Only k k 10.371 k Lr Only k k 8.320 k L Only k k k S Only k k 16.640 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations 0.000 ft 0.000 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.75OLr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L-4450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Column File=H:1CIRCLE-11CQCOM-1.01-13DC2F-1.OBI1334DC-1.14B1CIRCLE-2.EC6 ENERCALC, INC. 19832016, Build:6.16.10.31, Ver.6.16.10.31 Description : C2 Steel Section Properties : HSS4x4xl/4 Depth = 4.000 in I xx = 7.80 in^4 J = 12.800 in^4 S xx = 3.90 in"3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 in^3 Area = 3.370 in"2 1 yy = 7.800 in^4 C = 6.560 in A3 Weight = 12.210 plf S yy = 3.900 in^3 R yy = 1.520 in Ycg = 0.000 in 0 v n t 2 Loads are total entered value. Arrows do not reflect absolute direction. General Footing Description : F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Increases based on footing Depth General Information S Material Properties Min Steel % Bending Reinf. f : Concrete 28 day strength = 2.50 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 2,850.0 ksi Concrete Density = 145.0 pcf 9 Values Flexure = 0.90 File= H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.OB1\334DC-1.146\CIRCLE-2.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Shear - 0.750 Increases based on footing Depth Analysis Settings S Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safety Factor = 1.0 : 1 0.0 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than Use Pedestal wt for stability, mom & shear No 0.0 Dimensions Width parallel to X -X Axis = 3.50 ft Length parallel to Z -Z Axis = 3.50 ft Footing Thickness = 12 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a koolied Loads z 2.50 ksf = No = 250.0 pcf = 0.30 36.0 ft = 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft D Lr L S W E H P: Column Load = 5.20 0.0 4.160 8.320 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M-zz = 0.0 0.0 0.00.0 _ 0.0 - 0.0 0.0 k -ft V -x - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k General Footing File=H:1CIRCLE-11C0_COM-1.01-13DC2F-1.0BI1334DC-1.14B1CIRCLE-2.EC6 g ENERCALC, INC. 1983 2016, Build:6.16.10.31, Ver:6.16.10.31 0.011271 Licensee: GALLOWAY& COM Description : F1 DESIGN SUMMARY Min. Ratio Item Applied Capacity - • • Governing Load Combination PASS 0.5336 Soil Bearing 1.334 ksf 2.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-, PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2603 Z Flexure (+X) 2.704 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2603 Z Flexure (-X) 2.704 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2603 X Flexure (+Z) 2.704 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2603 X Flexure (-Z) 2.704 k -ft 10.388 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2162 1 -way Shear (+X) 16.214 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2162 1 -way Shear (-X) 16.214 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2162 1 -way Shear (+Z) 16.214 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2162 1 -way Shear (-Z) 16.214 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4273 2 -way Punching 64.095 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H Detailed Results 0.228 X -X, +D+0.750Lr+0.750L+0.450W+H 2.50 n/a Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H 2.50 n/a 0.0 0.5695 0.5695 n/a n/a 0.228 X -X, +D+L+H 2.50 n/a 0.0 0.9091 0.9091 n/a n/a 0.364 X -X, +D+Lr+H 2.50 n/a 0.0 0.5695 0.5695 n/a n/a 0.228 X -X, +D+S+H 2.50 n/a 0.0 1.249 1.249 n/a n/a 0.500 X -X, +D+0.750Lr+0.750L+H 2.50 nla 0.0 0.8242 0.8242 n/a n/a 0.330 X -X, +D+0.750L+0.750S+H 2.50 n/a 0.0 1.334 1.334 n/a n/a 0.534 X -X, +D+0.60W+H 2.50 n/a 0.0 0.5695 0.5695 n/a n/a 0.228 X -X, +D+0.70E+H 2.50 n/a 0.0 0.5695 0.5695 n/a n/a 0.228 X -X, +D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 0.8242 0.8242 n/a n/a 0.330 X -X, +D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 1.334 1.334 n/a n/a 0.534 X -X, +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.334 1.334 n/a n/a 0.534 X -X, +0.60D+0.60W+0.60H 2.50 n/a 0.0 0.3417 0.3417 n/a n/a 0.137 X -X, +0.60D+0.70E+0.60H 2.50 n/a 0.0 0.3417 0.3417 n/a n/a 0.137 Z -Z, +D+H 2.50 0.0 n/a n/a n/a 0.5695 0.5695 0.228 Z -Z, +D+L+H 2.50 0.0 n/a n/a n/a 0.9091 0.9091 0.364 Z -Z, +D+Lr+H 2.50 0.0 n/a n/a n/a 0.5695 0.5695 0.228 Z -Z, +D+S+H 2.50 0.0 n/a n/a n/a 1.249 1.249 0.500 Z -Z, +D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.8242 0.8242 0.330 Z -Z, +D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.334 1.334 0.534 Z -Z, +D+0.60W+H 2.50 0.0 n/a n/a n/a 0.5695 0.5695 0.228 Z -Z, +D+0.70E+H 2.50 0.0 n/a n/a n/a 0.5695 0.5695 0.228 Z -Z, +D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a nla n/a 0.8242 0.8242 0.330 Z -Z, +D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.334 1.334 0.534 Z -Z, +D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 1.334 1.334 0.534 Z -Z, +0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.3417 0.3417 0.137 Z -Z, +0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.3417 0.3417 0.137 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stabilitv All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding File=H:1CIRCLE-1100_COM-1.01-13DC2F-1.OBI\334DC-1.1461CIRCLE-2.EC6General Footing ENERCALC, INC. 1963-2016, Build:6.16.10.31, Ver:6.16.10.31 0.r11271 Licensee: GALLOWAY & COMPANY, Description : F1 Footing Flexure Mu Side Tension As Re9 'd Gvrn. As Actual As Phi`Mn Flexure Axis &Load Combination k -ft Surface in12ft in in"2 k - Status X -X, +1.40D+1.60H 0.910 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK Footing File=H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.0BI\334DC-1.148\CIRCLE-2.EC6General ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 KW -06011271 •COMPANY, INC. Description : F1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k -ft Surface in12 in12 in^2 k -ft X -X, +1.40D+1.60H 0.910 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.612 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.612 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60L+0.50S+1.60H 2.132 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60L+0.50S+1.60H 2.132 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.040 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.040 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.780 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.780 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D40.50L+1.60S+1.60H 2.704 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+1.60S+1.60H 2.704 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60S+0.50W+1.60H 2.444 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+1.60S+0.50W+1.60H 2.444 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 1.040 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 1.040 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 1.560 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 1.560 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 1.768 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 1.768 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +0.90D+W+0.90H 0.5850 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +0.90D+W+0.90H 0.5850 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +0.90D+E+0.90H 0.5850 +Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK X -X, +0.90D+E+0.90H 0.5850 -Z Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.40D+1.60H 0.910 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.40D+1.60H 0.910 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.612 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.612 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 2.132 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 2.132 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.040 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.040 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.780 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.780 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.704 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 2.704 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 2.444 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 2.444 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.040 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.040 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.560 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.560 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 1.768 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 1.768 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +0.90D+W+0.90H 0.5850 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +0.90D+W+0.90H 0.5850 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +0.90D+E+0.90H 0.5850 -X Bottom 0.2592 Min Temp % 0.2657 10.388 OK Z -Z, +0.90D+E+0.90H 0.5850 +X Bottom 0.2592 Min Temp % 0.2657 10.388 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu 9 -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 5.457 psi 5.457 psi 5.457 psi 5.457 psi 5.457 psi 75 psi 0.07276 OK +1.20D+0.50Lr+1.60L+1.60H 9.666 psi 9.666 psi 9.666 psi 9.666 psi 9.666 psi 75 psi 0.1289 OK +1.20D+1.60L+0.50S+1.60H 12.784 psi 12.784 psi 12.784 psi 12.784 psi 12.784 psi 75 psi 0.1705 OK +1.20D+1.60Lr+0.50L+1.60H 6.236 psi 6.236 psi 6.236 psi 6.236 psi 6.236 psi 75 psi 0.08315 OK +1.20D+1.60Lr+0.50W+1.60H 4.677 psi 4.677 psi 4.677 psi 4.677 psi 4.677 psi 75 psi 0.06236 OK +1.20D+0.50L+1.60S+1.60H 16.214 psi 16.214 psi 16.214 psi 16.214 psi 16.214 psi 75 psi 0.2162 OK +1.20D+1.60S+0.50W+1.60H 14.655 psi 14.655 psi 14.655 psi 14.655 psi 14.655 psi 75 psi 0.1954 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.236 psi 6.236 psi 6.236 psi 6.236 psi 6.236 psi 75 psi 0.08315 OK +1.20D+0.50L+0.50S+W+1.60H 9.355 psi 9.355 psi 9.355 psi 9.355 psi 9.355 psi 75 psi 0.1247 OK +1.20D+0.50L+0.70S+E+1.60H 10.602 psi 10.602 psi 10.602 psi 10.602 psi 10.602 psi 75 psi 0.1414 OK +0.90D+W+0.90H 3.508 psi 3.508 psi 3.508 psi 3.508 psi 3.508 psi 75 psi 0.04677 OK +0.90D+E+0.90H 3.508 psi 3.508 psi 3.508 psi 3.508 psi 3.508 psi 75 psi 0.04677 OK General Footing g r.r11271 File=H:\CIRCLE-1\CO_COM-1.01-\3DC2F-1.061\334DC-1.14B\CIRCLE-2.EC6 ENERCALC, INC. 1983.2016, Build:6.16.10.31, Ver:6.16.10.31 Licensee: GALLOWAY & COMPANY, Description : F1 Punching Shear All units k Load Combination... Vu Phi`Vn Vu / Phi'Vn Status +1.40D+1.60H 21.57 psi 150psi 0.1438 OK +1.20D+0.50Lr+1.60L+1.60H 38.21 psi 150psi 0.2547 OK +1.20D+1.60L+0.50S+1.60H 50.536 psi 150psi 0.3369 OK +1.20D+1.60Lr+0.50L+1.60H 24.652 psi 150 psi 0.1643 OK +1.20D+1.60Lr+0.50W+1.60H 18.489 psi 150psi 0.1233 OK +1.20D+0.50L+1.60S+1.60H 64.095 psi 150psi 0.4273 OK +1.20D+1.60S+0.50W+1.60H 57.932 psi 150psi 0.3862 OK +1.20D+0.50Lr+0.50L+W+1.60H 24.652 psi 150psi 0.1643 OK +1.20D+0.50L+0.50S+W+1.60H 36.978 psi 150 psi 0.2465 OK +1.20D+0.50L+0.70S+E+1.60H 41.908 psi 150psi 0.2794 OK +0.90D+W+0.90H 13.867 psi 150psi 0.09244 OK +0.90D+E+0.90H 13.867 psi 150psi 0.09244 OK • IM41"W1144 A T t D GEOTECHNICAL INVESTIGATION PROPOSED CIRCLE K, #2709870 3805 KIPLING STREET WHEAT RIDGE, COLORADO C"Y a WhOW Ridge CRY ofRuilldinR Division t Nidge APPROVED RevieWtg for G®de GomaliaM Prepared for: ECOPNSULTANTS F�anseaam;net Ne Boulevard Suite 1051 rlaoftofOermit:The ZwweofaPernritoro1,hoenix, Arizona 85028 cmdCamputoaOns shall "r be a Permit for, err an ra.,ur. am of the Provisrans of the building code - of orry Crty ardinances. Prm tr, Wewming to give authority to violate ypr 'Odes or other ordinances of the City sha!!?.4 - tffit Hernandez Project No. DN48,345-125 May 19, 2016 1971 West 12th Avenue ( Denver, Colorado 80204 1 Phone: 303-825-0777 1 Fax: 303-825-4252 TABLE OF CONTENTS SCOPE............................................................................................................................ 1 SUMMARY OF CONCLUSIONS..................................................................................... 1 SITE CONDITIONS......................................................................................................... 3 PROPOSED CONSTRUCTION...................................................................................... 4 INVESTIGATION............................................................................................................. 4 SUBSURFACE CONDITIONS........................................................................................ 5 Fill......................................................................................................................... 6 NaturalClay.......................................................................................................... 6 Bedrock................................................................................................................ 6 Groundwater......................................................................................................... 7 GEOLOGIC HAZARDS AND GEOTECHNICAL CONCERNS ........................................ 7 UndocumentedFill................................................................................................ 7 Expansive Soil and Bedrock................................................................................. 8 Seismicity............................................................................................................. 8 SITEDEVELOPMENT.................................................................................................... 9 Demolition............................................................................................................. 9 Mitigation of Existing Fill....................................................................................... 9 Sub -Excavation ........................................................................................ 10 Compaction Grouting............................................................................... 10 Excavation.......................................................................................................... 11 Filland Backfill.................................................................................................... 11 FOUNDATIONS............................................................................................................ 12 Footings.............................................................................................................. 12 Drilled Piers Bottomed in Bedrock...................................................................... 13 Helical Piles Bottomed in Bedrock...................................................................... 14 FLOORSYSTEMS........................................................................................................ 15 Slabs -On -Grade Floors...................................................................................... 16 Structural Supported Floors................................................................................ 17 EXTERIOR FLATWORK............................................................................................... 18 PAVEMENTS................................................................................................................ 18 CONCRETE.................................................................................................................. 21 SURFACEDRAINAGE................................................................................................. 22 CONSTRUCTION OBSERVATIONS............................................................................ 22 GEOTECHNICAL RISK................................................................................................. 23 LIMITATIONS................................................................................................................ 23 LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc TABLE OF CONTENTS PAGE 2 FIG. 1 — LOCATIONs OF EXPLORATORY BORINGS FIG. 2 — CONCEPTUAL SUB -EXCAVATION PROFILE FIG. 3 — CRAW SPACE DRAIN APPENDIX A — SUMMARY LOGS APPENDIX B — LABORATORY TEST RESULTS AND TABLE B -I APPENDIX C — FLEXIBLE AND RIGID PAVEMENT MATERIALS, CONSTRUCTION AND MAINTENANCE GUIDELINES LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\Rt\DN48345-125-R1.doc SCOPE This report presents the results of our Geotechnical Investigation for the pro- posed Circle K Convenience Store and Gas Station (#2709870) planned northwest of Kipling Street and West 38th Avenue in Wheat Ridge, Colorado. The purpose of our investigation was to evaluate the subsurface conditions to provide geotechnical design and construction criteria for the project. The scope was described in our Contract Modification No. 1 (DN 16-0161-CM1) dated April 12, 2016. The report is based on conditions found in our exploratory borings, results of field and laboratory tests, engineering analysis of field and laboratory data, and our experi- ence with similar conditions and projects. The report contains descriptions of the sub- surface conditions found in our exploratory borings, discussion of foundation, floor and pavement support alternatives, and recommended design and construction criteria for foundations, floor systems, pavements, and subsurface and surface drainage. The recommendations presented in the report are based on the construction as currently planned. Revisions to the planned construction could affect our recommendations. If the construction will differ from the descriptions herein, we should be contacted to review our recommendations and determine if revisions are needed. A summary of our conclu- sions and recommendations follows, with more detailed discussion and design criteria presented in the report. SUMMARY OF CONCLUSIONS Existing pavement consists of 5 inches of concrete over about 2 inches of ag- gregate leveling course. Soil strata consists of approximately 8 to 20 feet of fill underlain by sandy clay then claystone or sandstone bedrock. Approximately 8 and 10 feet of natural sandy clay was found between fill and bedrock in three borings. Depth to bedrock varies from 17 to 30 feet. Fill consists of sandy clay to clayey sand with gravel and asphalt. Petroleum odors were de- tected during drilling of a few borings. Historic topographic maps indicate the fill was placed during the 1940s or 1950s over a former drainage of Lena Gulch. Our test results indicate the fill is unsuitable to support shallow founda- LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc tions and slab -on -grade floors. The bedrock is at depths where it is unlikely to contribute to the performance of the project. 2. Groundwater was encountered during drilling at depths of about 9 to 20 feet. Groundwater could be encountered in excavations or during installation of deep foundations, if used. Water levels may fluctuate seasonally and rise in response to precipitation and landscape irrigation. 3. Undocumented fill is the predominant geotechnical concern identified. The fill is compressible and expansive. Mitigation of the fill is recommended below shallow foundations and slab -on -grade floors for the convenience store build- ing, carwash building, canopy, and buried tanks. Deep foundations and struc- turally supported floors can be used without mitigation. Potential environmen- tal conditions of the fill and the resulting reuse requirements could limit the available mitigation alternatives. If it is determined that the material is suitable for reuse, sub -excavation of all existing fill and replacement as moisture - conditioned and compacted fill can be considered. If the environmental as- pects of the fill will not allow for its reuse, compaction grouting may be a more cost effective solution. Partial mitigation below flatwork and pavement is sug- gested to enhance performance; for example, sub -excavation to a depth of 3 feet below bottom of pavement may be considered. 4. Footing foundations can be used after fill improvement with anticipated movements within tolerable limits. If fill mitigation is not performed, a deep foundation alternative is recommended. The two deep foundation alternatives include drilled piers bottomed in bedrock or helical piles bottomed in bedrock. 5. Fill improvement should result in anticipate slab -on -grade floor movements of approximately 1 inch which implies low risk of poor performance. Slab -on - grade floors can be used if the owner can tolerate the anticipated movement. If the fill is not remediated or the owner cannot tolerate movement, a structur- ally supported floor over a crawl space or void should be used. We recom- mend a drain around the interior of the crawl space. 6. Pavement subgrade classifies as A-7-6 according to AASHTO and is judged as low swelling. Pavement design methodology outlined by MGPEC was used to estimate the pavement sections options provided herein. We suggest reworking about 3 feet of the existing pavement subgrade. More details are provided in the report. 7. Surface drainage should be designed and maintained to provide rapid remov- al of runoff away from the building, flatwork and pavements to reduce poten- tial subsurface wetting. Water should not be allowed to pond adjacent to building or in flatwork and pavement areas. Conservative irrigation practices should be employed to avoid excessive subsurface wetting. LAND DEVELOPMENT CONSULTANTS 2 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc SITE CONDITIONS Circle K, # 2709870, is planned northwest of West 38th Avenue and Kipling Street in Wheat Ridge, Colorado (Photo 1 / Fig. 1). A portion of the property is currently a Circle K gas station and convenience store and the portion on the north and west is vacant. The parcel is bordered by a residence on the north and retail, commercial, and office developments on the south, east and west. Lena Gulch, on the northeast, is near EL 5375 and flows east. Photo 1 — Aerial View (Google Earth TM, October 2015) The existing facility includes a covered fueling bay, a convenience store in the center of the canopy, and a carwash on the west. Buried fuel tanks are located between the canopy and the carwash. According to the Jefferson County property accessor, the buildings were built in 1989. Pavement consists of concrete. Historical aerials and topographic maps were reviewed to evaluate previous site uses and their potential geotechnical impacts. Aerial photographs dated 1993 to 2016 indicate very little, if any, change to the site. A topographic map dated 1941 shows vacant property with site elevation near 5380 feet. The site sloped to the northwest with a tributary drainage of Lena Gulch intersecting the parcel from southeast to northwest. A subsequent map from 1994 does not show the drainage. The site elevation on the LAND DEVELOPMENT CONSULTANTS 3 PROPOSED CIRCLE K #2709870 CTL T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 1994 map varies between 5400 and 5390 feet. A building can be seen on the 1957 topographic map. Evaluation of these maps indicates that about 10 to 20 feet of fill was added to provide a level building pad. PROPOSED CONSTRUCTION We were provided with a Conceptual Site Plan (dated 5/4/2016) showing a 4,350 square -foot convenience store located on the southeast portion of the lot with fueling bays and canopy in the central portion; two underground storage tanks north of the fueling bays; trash enclosures on the south and east portions of the property; and access drives and parking areas throughout the site (Fig 1). A carwash is also planned on the west portion of the property. We anticipate the buildings will consist of light - gauge, metal stud framing, glass, and masonry block. Foundation loads are expected to be comparatively light. Shallow foundations and slab -on -grade floors are desired. No below -grade construction is planned except for two fuel tanks. We anticipate tank excavations up to about 15 -feet deep. Vehicle access will be via West 38th and Kipling. We anticipate very little grade change due to the infill scenario. About 2 to 4 feet of fill may be added on the vacant portions of the property to raise existing grade to the current pad level. INVESTIGATION We investigated subsurface conditions on April 21, 2016 by drilling and sampling six exploratory borings at the approximate locations shown on Fig. 1. Our boring loca- tions were selected based on a previous site plan. Because of the change to the site plan, boring and building locations do not align. The boring locations and new site features are relatively close. The boring locations were located in the field referencing existing site features. LAND DEVELOPMENT CONSULTANTS 4 PROPOSED CIRCLE K #2709870 CTL T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc Prior to drilling, we contacted the Utility Notification Center of Colorado and local sewer and water districts to identify locations of buried utilities. The borings were drilled to depths of 10 to 35 feet below existing grades using 4 -inch diameter, continuous -flight solid -stem auger powered by a truck -mounted CME -45 drill rig. Samples of the soil and bedrock were obtained at 2 to 5 -feet intervals using a 2.5 -inch diameter (O.D.) modified California barrel sampler driven by blows from an automatic 140 -pound hammer falling 30 inches. Bulk samples were obtained from auger cuttings of TH-1 and S-1 within the upper five feet. Our field representative was present to observe drilling operations, log the strata encountered, obtain samples for laboratory tests, and record groundwater depths. Summary logs of the exploratory borings including results of field penetration resistance tests and a portion of the laboratory data are presented in Appendix A. Samples were returned to our laboratory where they were examined and tests were assigned. Laboratory tests included moisture content, dry density, percent silt and clay -sized particles (passing No. 200 sieve), Atterberg limits, swell -consolidation, un- confined compression, standard Proctor, and water-soluble sulfate concentration. Swell - consolidation tests were performed by wetting samples under confining pressures near existing overburden pressures. Laboratory test results are presented in Appendix B and summarized in Table B -I. SUBSURFACE CONDITIONS Existing pavement consisted of 5 inches of concrete over about 2 inches of ag- gregate leveling course. Soil strata consisted of about 8 to 20 feet of fill and nil to 11 feet of natural sandy clay underlain by weathered to comparatively hard claystone and sandstone bedrock. Groundwater was encountered during drilling at depth of 9 to 21 feet. Pertinent engineering characteristics of the soil and bedrock are described in the following paragraphs. LAND DEVELOPMENT CONSULTANTS 5 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTSkA8300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc Fill Approximately 8 to 20 feet of dark gray, clayey sand to sandy clay fill with gravel and asphalt was encountered over the former drainage shown on the 1941 topographic map. Some of the fill was difficult to distinguish from native material. The depths of fill shown on the logs should be considered approximate. Petroleum odors were detected during drilling of TH-2, FC -1, and FC -2. Seven fill samples contained 39 to 84 percent clay and silt. The clay fraction of the fill exhibited moderate to high plasticity. The fill is moist and penetration tests indicate it is medium stiff to very stiff or loose to medium dense. Unconfined compressive strengths of 400 and 800 psf indicate very soft and soft consistency. Five fill samples swelled 0.3 to 2.0 percent and two compressed 1.0 and 1.9 percent after wetting. One bulk specimen of fill from TH-2 exhibited a standard Proctor maximum dry density of 106.5 pcf at an optimum moisture content of 19.5 percent. Comparison of moisture -density measurements on liner specimens to the Proctor result indicated existing fill compaction varies between 88 and 99 percent of maximum dry density and moisture contents vary 1.7 percent below to 7.4 percent above optimum. We judge the fill is erratic and does not meet compaction and moisture requirements. The existing fill is judged unsuitable to support shallow foundation and floor systems. Natural Clay Approximately 10 to 12 feet of light brown sandy clay was found between the fill and bedrock in TH-1, TH-2, and CW -1. One sandy clay sample swelled 3.5 percent after wetting. Bedrock Bedrock consisted of weathered and comparatively hard claystone and sand- stone. Hard bedrock was encountered in TH-2 and FC -2 at depths of 17 and 30 feet. Two claystone samples had unconfined compressive strengths of 8,900 and 9,600 psf; LAND DEVELOPMENT CONSULTANTS 6 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc one of which contained 96 percent clay and silt and exhibited high plasticity. The bed- rock is at depths unlikely to contribute to the performance of shallow foundations and slab -on -grade floors. Groundwater Groundwater was encountered during drilling of TH-1, TH-2, FC -1, and FC -2 at depths of about 9 to 20 feet. The holes were backfilled before we could return to the site to measure groundwater due to environmental constraints. Water levels could fluctuate seasonally and rise in response to precipitation and landscape irrigation. Groundwater could be encountered in excavations and during installation of deep foundations, if used. GEOLOGIC HAZARDS AND GEOTECHNICAL CONCERNS The most significant concern identified is the presence of very soft to stiff fill that is potentially contaminated. Expansive soil and bedrock is a less significant hazard. Risks associated with these issues can be reduced through planning, engineering, and construction techniques. There were no hazards or concerns identified that would preclude the proposed construction. Undocumented Fill Analysis and exploratory investigation revealed approximately 8 to 20 feet of very soft to stiff fill covers the former tributary drainage of Lena Gulch. The depth of fill is erratic due to the shape of the buried drainage. We doubt compaction records would be available due to the age. A limited analysis of moisture -density leads us to believe the existing fill does not meet compaction and moisture requirements. The fill is judged unsuitable to support new shallow foundations and slab -on -grade floors. There is risk of movement and distress to features placed on the fill due to settlement or heave. Risk is amplified by fill placed on presumably steep slopes and over a previous drainage. Our LAND DEVELOPMENT CONSULTANTS 7 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc experience indicates that water tends to follow the paths of former drainage bottoms. This water could have softened the fill. It is difficult to quantify the magnitude potential of movement contributed by fill. As discussed later in this report, we recommend mitigation of the fill if shallow foundations and slab -on -grade floors are used. Mitigation below pavement and flatwork is suggested to enhance performance. Potential environmental hazards could reduce the number mitigation options. If mitigation is cost prohibitive or undesirable, deep foundations and structurally supported floors can be used as an alternate. Expansive Soil and Bedrock Expansive fill, natural soil, and bedrock are present. Wetting of expansive soil or bedrock leads to swelling, ground heave, and displacement of improvements. This displacement can sometimes cause distress. We estimated the potential heave of shallow foundations and slab -on -grade floors due to wetting of expansive soil and bedrock. Using the results of swell tests and an assumed 24 -feet depth of wetting, we calculated potential heave at existing grade up to about 1'/ inches. Our experience indicates that the heave estimates are conservative and it is unlikely that the full calcu- lated heave will occur. Seismicity The soil and bedrock are not expected to respond unusually to seismic activity. According to the 2012 International Building Code (Standard Penetration Resistance method of Section 1613.5.2) and based upon the results of our investigation, we judge the site classifies as Seismic Site Class C. The subsurface conditions indicate nil sus- ceptibility to liquefaction. Wind loads typically control lateral loading in this area. LAND DEVELOPMENT CONSULTANTS $ PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc SITE DEVELOPMENT Demolition Demolished building materials should be handled, stored, transported, and disposed of under the direction of an environmental scientist or engineer. All buried building components including foundations, tanks, and grade beams should be re- moved. If deep foundations are present, they should be cut to a depth of 2 feet below new foundation or floors. The resulting excavations should be backfilled with moisture - conditioned, compacted fill. Sand and gravel fill could be easier to compact in tight excavations. Mitigation of Existinq Fill Existing fill should be mitigated below shallow structures. This includes the convenience store, carwash, canopy, and buried tanks. If fill mitigation is not performed, deep foundations and structurally supported floors are recommended. Mitigation of the fill below flatwork and pavements is considered optional. Considering the soil condi- tions and site constraints, we believe mitigation alternatives induce: • Sub -excavation; or, • Compaction grouting. Sub -excavation involves excavating all of the fill and replacing it as moisture - conditioned and compacted fill. The sub -excavation option could be limited due to the environmental condition of the soil. We believe the environmental aspects of the fill are a predominant factor in selection of a mitigation alternative. An environmental scientist or engineer would need to be present during sub -excavation to determine if excavated soil is suitable for reuse. If the soil is not suitable for reuse, then import soil would be needed. If the environmental conditions are known to be poor prior to construction, the LAND DEVELOPMENT CONSULTANTS 9 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc best mitigation option in lieu of sub -excavation is probably compaction grouting. Details about both methods are discussed below Sub -Excavation The existing fill is estimated to be 8 to 20 feet deep. Partial removal (3 feet below exterior bottom of pavements) can be considered below flatwork and pavements. Excavations should be sloped as disused in this report. The excavation geometry should be checked by a civil engineer to ensure that excavations will not en- croach on neighboring properties. Fill should be removed to a uniform elevation below each structures. The bottom of the sub -excavated area should extend lat- erally at least 5 feet outside the largest possible foundation footprints to ensure foundations are constructed over moisture -conditioned fill (Fig. 2). Sub - excavated material substantially free of deleterious material, organics, and trash and deemed acceptable by an environmental scientist or engineer can be reused as new fill. Fill should be placed in thin (8 inches or less) loose lifts, moisture - conditioned between optimum and 3 percent above optimum for clay, and com- pacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 698). The excavation contractor should be chosen carefully to assure they have expe- rience with fill placement at over -optimum moisture content and have the neces- sary compaction equipment. Fill below groundwater could be wet which would require additional time to dry. One option for wet fill would be to blend it with drier fill. Special precautions should be taken for compaction of fill at corners, access ramps, and along the perimeters of the excavations as large compaction equip- ment cannot easily reach these areas. Our representative should observe placement procedures and test compaction of the fill. Compaction Grouting Compaction grouting is probably the better mitigation if the fill is contaminated, because the technique would expose very little, if any, fill soil that would need to be disposed of in accordance with an environmental scientist or engineer's rec- ommendations. Compaction grouting involves advancing steel casing to the bot- tom of the fill (8 to 20 feet deep), then a sand -cement -grout is injected under pressure to compact the fill in place. Compaction grouting is typically performed on a horizontal grid with holes commonly spaced 6 to 8 -feet center -to -center. In- jection is usually performed every 1 to 2 feet vertically as the casing is extruded from the ground. This method could be used to mitigate fill below buildings, floors, canopies, and tanks. Grouting below pavements and flatwork is not practi- cal due to the shallow depth of mitigation (3 feet). LAND DEVELOPMENT CONSULTANTS 10 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc If this technique is selected, the next step would be to develop a compaction grouting plan and specification for the construction documents. We can develop these items upon request and provide the names of specialty contractors that can perform this work. We should be present to observe compaction grouting to log depths of grouting and volumes injected. Additional drilling after grouting is recommended to evaluate the fill improvement from grouting. Excavation We believe the soils encountered in our exploratory borings can be excavated with conventional, heavy-duty excavation equipment. We recommend the owner and the contractor become familiar with applicable local, state and federal safety regula- tions, including the current OSHA Excavation and Trench Safety Standards. We believe the fill will classify as Type C soils, which require maximum slope inclinations of 1 Y2:1 (horizontal:vertical), for temporary excavations in dry conditions. Flatter slopes will be required below groundwater or where seepage is present. The contractor's "competent person" should review excavation conditions and refer to OSHA Standards when worker exposure is anticipated. Stockpiles and equipment should not be placed within horizon- tal distance equal to one-half the excavation depth, from the edge of the excavation. Fill and Backfill The on-site soils are suitable for use as fill provided they are substantially free of debris, organics, other deleterious materials, and deemed acceptable by an environ- mental scientist or engineer. If imported fill is necessary, it should ideally have maximum particle size of 2 inches, less than 50 percent passing the No. 200 sieve, a liquid limit less than 30 and a plasticity index less than 15. Potential fill materials should be submit- ted to our office for approval prior to importing to the site. Fill should be placed in thin (8 inches or less) loose lifts, moisture conditioned to within 2 percent of optimum moisture content for sand or between optimum and 3 percent above optimum for clay, and compacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 698). LAND DEVELOPMENT CONSULTANTS 11 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc Water and sewer lines are often constructed beneath slabs and pavements. Compaction of utility trench backfill can have a significant effect on the life and service- ability of floor slabs, exterior flatwork, and pavements. We recommend utility trench backfill be placed in thin, loose lifts, and moisture conditioned and compacted according to the specifications presented previously. Our experience indicates that self-propelled equipment results in better compaction than wheel attachments on an excavator. The placement and compaction of utility trench backfill should be observed and tested by a representative of our firm during construction. FOUNDATIONS Foundations will be necessary for the convenience store building, carwash, can- opy, and possibly the buried tanks. Buried tanks are sometimes supported on a mat. These structures typically exhibit comparatively light loads. We anticipate less than 45 kip column loads and strip loads of 1 to 3 kips per linear foot of foundation wall. Our investigation revealed very soft to stiff fill (potentially contaminated) at depths likely to influence performance of foundations. Footings placed on the existing fill could settle and cause distress to buildings. It is difficult to quantify the potential magnitude of movement. Mitigation of the fill is recommended to allow use of shallow foundations (footings) and slab -on -grade floors. A properly performed mitigation program would result in tolerable footing movement. If mitigation is not performed, drilled piers bot- tomed in bedrock or helical piles bottomed in bedrock should be used. We anticipate less than 3/ inch of total and Y2 inch of differential movement for a drilled pier or helical pile system. Detailed design criteria for each system is discussed in the following para- graphs. Footings Footings should be constructed on mitigated, moisture -conditioned, and compacted fill. If very loose/soft soils are exposed in footing excavations, these soils should be recompacted as presented in Fill and Backfill. LAND DEVELOPMENT CONSULTANTS 12 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 2. Footings should be designed for a maximum allowable soil pressure of 2,000 psf. 3. Lateral earth pressures can be calculated based on equivalent fluid densi- ty of at least 50 pcf. Footing translation can be resisted using an equiva- lent fluid density of 300 pcf for the passive case, providing backfill is simi- lar to the site soils, is well compacted and remains in-place. The coeffi- cient of friction for sliding may be taken as 0.45. A moist unit weight of 120 pcf can be used for soil placed on footing edges. These values have not been factored. The structural engineer should apply appropriate factors of safety in design. 4. Footings should have a minimum width of 16 inches. Foundations for iso- lated columns should have minimum dimensions of 20 inches by 20 inch- es. Larger sizes may be required depending upon the loads and structural system used. 5. Grade beams should be well -reinforced. We recommend reinforcement sufficient to span an unsupported distance of at least 10 feet. Reinforce- ment should be designed by the structural engineer. 6. Exterior footings must be protected from frost action. Normally, 3 feet of frost cover is assumed in the area. 7. The completed foundation excavation should be observed by a repre- sentative of our firm to confirm subsurface conditions are as anticipated from our borings. Our representative should observe and test placement and compaction during fill construction. 8. Excessive wetting of foundation soils during and after construction can cause heave or softening and settlement of foundation soils and result in footing and slab movements. Proper surface drainage around the building is critical to reduce wetting. Drilled Piers Bottomed in Bedrock Piers should be designed for a maximum allowable end pressure of 25,000 psf and a skin friction value of 2,500 psf for the portion of pier in bedrock. The skin friction value can be used for upward and downward loading. Skin friction should be neglected where casing is used within the bedrock (if needed). 2. Piers should penetrate a minimum of 6 feet into bedrock. Depth to bedrock varies 17 to 30 feet below existing grade. Longer piers may be necessary for structural considerations. LAND DEVELOPMENT CONSULTANTS 13 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 3. A 4 -inch or thicker continuous void should be constructed beneath grade beams, foundation walls and pier caps to concentrate deadload onto the piers. Formation of "mushrooms" or enlargements at the tops of piers should be avoided during pier drilling and subsequent construction opera- tions. 4. Pier drilling should produce shafts with relatively undisturbed bedrock ex- posed. Remolded and caked bedrock on pier walls should be removed. The bedrock surface should be rough or roughened. 5. Piers should be reinforced their full length and the reinforcement should extend an adequate distance into grade beams, foundation walls, and pier caps. The steel reinforcement should be a minimum of 0.5 percent of the cross-sectional area of the pier. Grade 60 (or better) steel is recommend- ed. More reinforcement may be required for structural considerations. The structural engineer should design the steel reinforcement. 6. Pier holes should be cleaned prior to placement of concrete. Concrete should be on-site and placed in the pier holes immediately after the holes are drilled, cleaned and inspected using a drill and pour construction pro- cedure. Groundwater was encountered during our investigation and will likely be found during installation of drilled piers. Concrete pumping meth- ods may be required for proper dewatering and placement of concrete during pier installation. Concrete should not be placed in pier holes con- taining more than about 3 inches of water. 7. Concrete placed in pier holes should have a slump of 6 inches (± 1 inch) to promote proper consolidation and reduce arching of concrete on the re- inforcement, casing and sides of the piers. 8. Installation of drilled piers should be observed by a representative of our firm to identify the bearing strata, confirm subsurface conditions are as an- ticipated from our borings and observe the contractor's installation proce- dures. Helical Piles Bottomed in Bedrock Helical pile drilling can be terminated when all helices are embedded in bedrock and the minimum torque requirements are met. Depth to bedrock varies from 17 to 30 feet below existing grade. 2. Pre -drilling may be necessary to reach bedrock and required penetration The piles should be installed as close to vertical as possible or at the an- gle specified by the Structural Engineer. LAND DEVELOPMENT CONSULTANTS 14 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 3. The allowable pressure on the bedrock below the pile helices should not exceed 35,000 psf. It is likely that a load test will indicate higher pressure is merited. 4. There should be a 4 -inch (or thicker) continuous void beneath all grade beams and foundation walls, between piles, to allow for movement to oc- cur. 5. The ultimate capacity of helical piles should be calculated based on the manufacturer's recommendations. We recommend calculation of the in- stallation torque using a factor of safety of at least 2 when converting ulti- mate values to working (allowable) capacity. Helical pile capacity should be confirmed in the field using manufacturer recommended capacity torque ratios. Contractors should use the number and size of helices re- quired to achieve depth, torque and capacity. 6. We recommend the helical pile contractor use shafts that can sustain high installation torque and heavy-duty equipment (trackhoe) capable of apply- ing large compression loads for the installation. 7. The helical pile caps and the connection between the piles and grade beams should be designed to resist lateral earth pressure and loads. A structural engineer should design this connection. 8. We recommend contacting the manufacturer or the manufacturer's repre- sentative concerning corrosion protection of the steel. Manufacturer's rec- ommendations should be followed. 9. Twisting of the shaft can occur during the installation process. We recom- mend the structural engineer evaluate the effect(s) twisting of the shaft may have on the capacity of the helical piles as well as corrosion protec- tion (such as the "flaking -off' of the galvanizing material). The structural engineer should specify the maximum torque which should be applied to avoid over -stressing the piles. 10. Grade beams should be well reinforced; the reinforcement should be de- signed by the structural engineer. Lateral earth pressure and lateral loads should be considered. FLOOR SYSTEMS Fill mitigation should result in estimate potential movements of less than 1 inch which is consider low risk of poor performance. A slab -on -grade floor can be used after mitigation if the owner is willing to tolerate the estimated potential movement. Structural - LAND DEVELOPMENT CONSULTANTS 15 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTSV8300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc ly supported floors should be used for the building if mitigation of the existing fill is not performed. We recommend the following design and construction criteria for slab -on - grade and structurally supported floors. These recommendations will not prevent movement. Rather, they tend to reduce damage if movement occurs. Slab -On -Grade Floors Slabs should be separated from exterior walls and interior bearing mem- bers with a slip joint that allows free vertical movement of the slabs. This detail can reduce cracking if movement occurs. Slabs should be placed di- rectly on properly moisture conditioned, well -compacted fill. The 2012 In- ternational Building Code (IBC) requires a vapor retarder between the base course or subgrade soils and the concrete slab -on -grade floor. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly in- stalled vapor retarder (6 mil minimum, 10 mil for durability) is more benefi- cial below concrete slab -on -grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor retarder and the floor slab. The placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders below concrete slabs are outlined in Section 3.2.3 of the 2006 report of American Con- crete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.R1-04)". 2. Slab -bearing partition walls should be designed and constructed to allow at least 2 inches of slab movement. Masonry or other load bearing walls can be supported on a thickened portion of the slab. A structural engineer should size the reinforcement in the thickened slab. 3. Plumbing and utilities that pass through the slabs should be isolated from the slabs and constructed with flexible couplings. Utilities, as well as elec- trical and mechanical equipment should be constructed with sufficient flex- ibility to allow for movement. 4. HVAC systems supported by the slabs (if any) should be provided with flexible connections capable of withstanding at least 2 inches of move- ment. LAND DEVELOPMENT CONSULTANTS 16 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 5. Exterior flatwork and sidewalks should be separated from the structures. These slabs should be detailed to function as independent units. Move- ment of these slabs should not be transmitted to the foundations. 6. The American Concrete Institute (ACI) recommends frequent control joints be provided in slabs to reduce problems associated with shrinkage crack- ing and curling. To reduce curling, the concrete mix should have a high aggregate content and a low slump. If desired, a shrinkage compensating admixture could be added to the concrete to reduce the risk of shrinkage cracking. We can perform a mix design or assist the design team in select- ing a pre-existing mix. Structural Supported Floors A structural floor is supported by the foundation system. Design and construction issues associated with structural floors include ventilation and lateral loads. The floor should be constructed over a crawl space or minimum 4 -inch void -forming products. If a crawl space is used, a foundation drain should be placed around the interior perimeter of the crawl space (Fig. 3). The drain should consist of 4 -inch perforated PVC (SCH40) embedded in '/2 to 1 '/z washed gravel. The pipe should lead to a gravity outfall or a sump where the water can be removed with a pump. Utility connections should be capable of absorbing some deflection of the floor. Plumbing that passes through the floor should ideally be hung from the underside of the floor and not Iain on the bottom of the excavation. This configuration may not be achievable for some parts of the installation. Control of humidity in crawl spaces is important for indoor air quality and perfor- mance of wood floor systems. We believe the best current practices to control humidity involves the use of a vapor retarder or vapor barrier (6 mil minimum, 10 mil for in- creased durability) placed on the soils below accessible subfloor areas. The vapor retarder/barrier should be sealed at joints and attached to concrete foundation ele- ments. LAND DEVELOPMENT CONSULTANTS 17 PROPOSED CIRCLE K #2709870 CTL T PROJECT NO. DN48.345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc EXTERIOR FLATWORK We recommend exterior flatwork and sidewalks be isolated from foundations to reduce the risk of transferring heave, settlement or freeze -thaw movement to the struc- tures. One alternative would be to construct the inner edges of the flatwork on haunches or steel angles bolted to the foundation walls and detailing the connections such that movement will cause less distress to the building, rather than tying the slabs directly into the building foundations. Construction on haunches or steel angles and reinforcing the sidewalks and other exterior flatwork will reduce the potential for differential settlement and better allow them to span across wall backfill. Frequent control joints should be provided to reduce problems associated with shrinkage. Panels that are approximately square perform better than rectangular areas. PAVEMENTS Vehicle access will be via West 38th Avenue and Kipling Street. Vehicles are ex- pected to consist of automobiles and trucks, similar to the existing traffic. Existing pavement consists of 5 inches of concrete over about 2 inches of aggregate leveling course. The performance of this pavement is judged fair with some cracked panels. Pavement subgrade was investigated by drilling one boring specifically for the pavements and observing shallow samples of the other 5 borings. Subgrade will either consist of existing fill or new fill. The existing fill classifies as A-7-6 according to the AASHTO classification system. Three subgrade samples contained 47 to 84 percent clay and silt and exhibited moderate to high plasticity. The existing fill is erratic. A bulk fill specimen had a standard Proctor maximum dry density of 106.5 pcf at an optimum moisture content of 19.5 percent. A fill sample remolded to 95 percent of standard Proctor maximum dry density at a moisture content of 2 percent above optimum had an unconfined compression strength of 2,000 psf. Using the remolded unconfined com- pressive strength result, we estimated a resilient modulus of 4,700 psi or an equivalent R -value of 18. LAND DEVELOPMENT CONSULTANTS 18 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doe We suggest fill mitigation to enhance pavement performance consisting of at least 3 -feet of sub -excavation below pavements and replacement with moisture - conditioned and compacted fill. The fill can be reused if it is substantially free of delete- rious material and deemed suitable by an environmental scientist or engineer. Fill should moisture -conditioned and compacted to the criteria presented in Fill and Backfill. Design analysis was performed using the Metropolitan Government Pavement Engineers Council (MGPEC) methodology. We assumed an equivalent daily load application (EDLA) of 30 for design. Table A includes a summary of the pavement section alternatives estimated from design procedures. Given the intended site use and vehicle traffic, we believe that concrete pavement is the best alternative from a perfor- mance and durability perspective. Asphalt used in areas of concentrated loading and high traffic volume is subject to higher probability of rutting and other durability issues; especially since a carwash water could permeate pavement subgrade leading to wet- ting. TABLE A SUMMARY OF DEFAULT PAVEMENT ALTERNATIVES Anticipated Hot -Mix Asphalt + Prepared Hot -Mix Asphalt + Aggregate Portland Cement Traffic Type Subgrade (HMA + PS) Base Course + Prepared Concrete + Prepared Subgrade (HMA +ABC + PS) Subgrade (PCC + PS) Automobile 5.5" HMA + 12" PS 3" HMA + 10" ABC + 12" PS 5" PCC + 12" PS Parking Only Access Drives, Fueling Bays, 6.5° HMA + 12" PS 4" HMA + 8" ABC + 12" PS 6.5 PCC + 12" PS and Fire Lanes Our experience indicates problems with asphalt pavements can occur where heavy trucks drive into loading and unloading zones and turn at low speeds. In areas of concentrated loading and turning movements by heavy trucks, such as at entrances, trash collection areas, carwash areas, and fueling bays, we recommend 6.5 -inch or thicker Portland cement concrete pavement placed directly on prepared subgrade. The concrete pads should be of sufficient size to accommodate truck turning and trash LAND DEVELOPMENT CONSULTANTS 19 PROPOSED CIRCLE K #2709870 CTL i T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc pickup. Heavy construction traffic can also damage pavements; you may elect to use thicker pavement sections to control this risk. Control joints should separate concrete pavements into panels with patterns and spacing as recommended by ACI. No de-icing salts should be used on paving concrete for at least one year after placement. Routine maintenance, such as sealing and repair of cracks and overlays at 5 to 7 -year intervals, are necessary to achieve long-term performance of an asphalt system. Maintenance guidelines are provided in Appendix C. Deferring maintenance usually results in accelerated deterioration of pavements leading to higher future maintenance costs. A primary cause of early pavement deterioration is water infiltration into the pavement system. The addition of moisture usually results in heave or softening of the subgrade and eventual failure of the pavement. We recommend drainage be designed for rapid removal of surface runoff. Curb and gutter should be backfilled and the backfill compacted to reduce ponding adjacent to the pavements. Final grading of the subgrade should be carefully controlled so that design cross -slope is maintained and low spots in the subgrade which could trap water are eliminated. The joints between curb and pavement and concrete panels should be sealed to reduce moisture infiltration. Land- scaped areas and detention ponds in pavements should be avoided. The design of a pavement system is as much a function of paving materials as support characteristics of the subgrade. If the pavement system is constructed of inferi- or material, then the life and serviceability of the pavement will be substantially reduced. Recommended material properties and construction criteria for pavements are provided in Appendix C. These criteria were developed from analysis of the field and laboratory data and our experience. If the materials cannot meet these recommendations, then the pavement design should be re-evaluated based upon available materials. All materials planned for construction should be submitted and the applicable laboratory tests per- formed to verify compliance with the specifications. LAND DEVELOPMENT CONSULTANTS 20 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured 0.35 percent water-soluble sulfate concentrations in one sample. For this level of sulfate concentration, ACI 201 recommends using a cement meeting the requirements for Type V (sulfate resistant) cement or the equivalent, with a maximum water-to-cementitious material ratio of 0.45. The concrete should have a total air content of 6 percent + 1.5 percent. As an alternative, ACI allows the use of cement that conforms to ASTM C 150 Type II requirements, if it meets the Type V performance requirements (ASTM C 452) of ASTM C 150 Table 4. ACI 201 also allows a blend of any type of portland cement and fly ash with an expansion of less than 0.05 percent at 6 months when tested in accord- ance with ASTM C 1012. ACI 318 indicates concrete in severe exposure should have a specified compressive strength of 4,500 psi. SURFACE DRAINAGE Performance of foundations, pavements and flatwork is influenced by the mois- ture conditions existing within the foundation or subgrade soils. Overall surface drainage should be designed, constructed, and maintained to provide rapid removal of surface water runoff away from the proposed structures and off of pavements and flatwork. We recommend the following precautions be observed during construction and maintained at all times after construction is completed. Wetting or drying of open foundation, utility and earthwork excavations should be avoided. 2. Positive drainage should be provided away from the building. We recom- mend a minimum slope of at least 5 percent in the first 5 to 10 feet away from the foundations in landscaped areas. Hard surfaces should also be sloped to drain away from the building. Concrete curbs and sidewalks may "dam" surface runoff adjacent to the building and disrupt proper flow. Use of "chase" drains or weep holes at low points in the curb should be con- sidered to promote proper drainage. LAND DEVELOPMENT CONSULTANTS 21 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 3. Backfill around foundations should be moistened and compacted accord- ing to criteria presented in Fill and Backfill. Areas behind curb and gutter should be backfilled and compacted to reduce ponding of surface water. 4. Landscaping should be carefully designed to minimize irrigation. Plants used close to foundation walls should be limited to those with low moisture requirements. Irrigation should be limited to the minimum amount suffi- cient to maintain vegetation. Application of more water will increase likeli- hood of slab and foundation movements and associated damage. Land- scaped areas should be adequately sloped to direct flow away from the buildings and improvements. Use of area drains can assist draining areas that cannot be provided with adequate slope. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding foundations. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow evaporation. 6. Roof drains should be directed away from the buildings and discharge be- yond backfill zones or into appropriate storm sewer or detention area. Downspout extensions and splash blocks should be provided at all dis- charge points. Roof drains can also be connected to buried, solid pipe out- lets. Roof drains should not be directed below slab -on -grade floors. Roof drain outlets should be maintained. CONSTRUCTION OBSERVATIONS Mitigation of existing fill may result in questions in both the design and construc- tion phases. We can provide additional analyses or consultation upon request, as necessary. We should review building and foundation plans to determine whether our recommendations need to be revised. This project will involve many activities that should be monitored during the con- struction phase by a geotechnical engineering firm. Mitigation of existing fill and place- ment and compaction of new fill and backfill should be observed and tested. To provide continuity between design and construction, CTL I Thompson, Inc. should provide these services. If another firm is selected to provide these services, they must accept respon- sibility to evaluate whether conditions exposed during construction are consistent with findings in this report and whether design recommendations remain appropriate. When LAND DEVELOPMENT CONSULTANTS ZZ PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTSk18300\DN48345.000\125\2. Reports\Rt\DN48345-125-R1.doe construction schedules and quantities are defined, we can develop an appropriate scope of services and budget for construction observation and materials testing. GEOTECHNICAL RISK The concept of risk is an important aspect with any geotechnical evaluation, pri- marily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface condi- tions. Our analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures and improve- ments will perform satisfactorily. It is critical that all recommendations in this report are followed during construction. Owners or property managers must assume responsibility for maintaining the structures and use appropriate practices regarding drainage and landscaping. Improvements after construction should be completed in accordance with recommendations provided in this report and may require additional soil investigation and consultation. LIMITATIONS This report has been prepared for the exclusive use of Land Development Con- sultants for the purpose of providing geotechnical design and construction criteria for the planned Circle K Convenience Store and Gas Station project. The information, conclusions, and recommendations presented herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the subsurface conditions encountered. The conclusions and recommenda- tions contained in the report are not valid for use by others. Standards of practice evolve in the area of geotechnical engineering. The recommendations provided are appropriate for about three years. If the project is not constructed within about three years, we should be contacted to determine if we should update this report. LAND DEVELOPMENT CONSULTANTS 23 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc The recommendations presented in this report are based on the construction as currently planned. Revisions in the planned construction could affect our recommenda- tions. We should be contacted if plans change to review and revise our recommenda- tions, if necessary. Our borings were spaced to obtain a reasonably accurate picture of subsurface conditions at this site. The borings are representative of conditions encoun- tered only at the location drilled. Subsurface variations not indicated by our borings are possible. We believe this investigation was conducted in a manner consistent with that level of care and skill ordinarily used by geotechnical engineers practicing in this area at this time. No warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, or in the analysis of the influence of the subsur- face conditions on the design of the building or any other aspect of the proposed con- struction, please call. Q;P eF� CTL THOMPS . c� 9490 Matthew D. Mon ,� •.E.__ _.-�� Project Geotechnic gf91 Reviewed by: Ronald M. McOmber, P.E. Chairman & CEO MDM:RMM/nn (3 copies) Via e-mail: sofia Idcaz.com LAND DEVELOPMENT CONSULTANTS 24 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO, DN48,345-125 S:TROJECTS1483001DN48345.000112512. Reports1R11DN48345-125-R1.doc LEGEND: TH-1 APPROXIMATE LOCATION OF • EXPLORATORY BORING 0 30 so S-1 APPROXIMATE LOCATION OF SCALE: V - so' O PAVEMENT BORING TBM TEMPORARY BENCHMARK: 9 EL. 100' PROPERTY PIN#26608, VIGIL LAND CONSULTANTS W J ^Lil L7 �>"o X '--' Y Z CKm¢ C M A ¢ U t^ (U � d N A m w ¢3 = N 3 w CD N Q 3 fV 0 ----- - -- --- - W. 38th AVE. LAND DEVELOPMENT CONSULTANTS CIRCLE K AT 98TH AND 10PUNG Project No. DN48,345-125 SRE W. 38TH AVE. z z W. 3 a � N AVe. X z W z n Y VICINITY MAP NCFr m GOALP I I i I I � I I I I I I I I l I I I TE M PrI 1 1 I -2 I I I I 1 � ( I V) I ^Z 1 I Y I I I l � I Locations of Exploratory Borings Fig. 1 PROPERTY LINE I I STREET I R.O.W. SLOPE PER OSHA SLOPE PER REPORT (VARIES) 4' MAX. 5' MIN. LARGEST PROPERTY POSSIBLE LINE FOOTPRINT SLOPE I PER I REPORT I ON -GRADE FOOTINGS SLOPE PER OSHA BOTTOM OF FILL --15' MIN. NOT TO SCALE LAND DEVELOPMENT OONSULTANTS CIRCLE K AT WM AND MPUNO Project No. DN48,345-125 4' MAX. Conceptual Sub -excavation Profile Fig. 2 STRUCTURAL FLOOR ........................... .......................... DRILLED PIER, HELICAL PILE, OR FOOTING CRAWL SPACE SEE NOTE 2 4" MIN --' i \ 1'- 4—INCH DIAMETER PERFORATED RIGID DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8—INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN 1/2" TO 1-1/2" WASHED - GRAVEL. FILL ENTIRE TRENCH WITH GRAVEL. NOTES: 1) THE BOTTOM OF THE DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOTTOM OF VOID AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2) TO HELP CONTROL THE HUMIDITY IN THE CRAWL SPACE, A MINIMUM 6—MIL POLYETHYLENE VAPOR RETARDER SHOULD BE PLACED OVER THE CRAWL SPACE SOILS. THE RETARDER SHOULD BE ATTACHED TO CONCRETE FOUNDATION ELEMENTS AND EXTEND UP FOUNDATION WALLS AT LEAST 8 INCHES ABOVE TOP OF VOID, OVERLAP JOINTS 3 FEET AND SEAL. LAND DEVELOPMENT CONSULTANTS CIRCLE K AT 38TH ANO KIPUNQ Project No. DN48,345-125 Crawl Space Drain Fig. 3 APPENDIX A SUMMARY LOGS OF EXPLORATORY BORINGS LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc TH-1 EL. 101.0 105 100 Him 75 70 65 THS EL. 10101 9.4 EL. 97.0 105 WC=21.1 DD=105 LL=44 P1=27 -200=59 UC=2,000 19/12 WC=17.9 DD=94 SW=0.3 19/12 WC=17.8 DD=111 SW=2.0 12/12 W C=21.7 DD -98 COM=1.0 m ►�14m 7/12 34/12 W C=20.4 DD=108 LL=55 P1=35 -200=96 UC=9,600 50/11 W C=22.5 DD=105 UC=8,900 1 60 SUMMARY LOGS OF EXPLORATORY BORINGS LAND DEVELOPMENT CONSULTANTS CIRCLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 100 85 LU LU w z 0 a LU J 80 LL1 75 70 65 60 FIG. A- 1 9/12 W C=26.8 DD=95 SW 1.2 95 LL=61 PI=40 200=a4 SS=0.35 11/12 W C=26.9 DD=97 SW=2.0 90 11/12 85 w w w z 0 19/12 w J W 80 - Him 75 70 65 THS EL. 10101 9.4 EL. 97.0 105 WC=21.1 DD=105 LL=44 P1=27 -200=59 UC=2,000 19/12 WC=17.9 DD=94 SW=0.3 19/12 WC=17.8 DD=111 SW=2.0 12/12 W C=21.7 DD -98 COM=1.0 m ►�14m 7/12 34/12 W C=20.4 DD=108 LL=55 P1=35 -200=96 UC=9,600 50/11 W C=22.5 DD=105 UC=8,900 1 60 SUMMARY LOGS OF EXPLORATORY BORINGS LAND DEVELOPMENT CONSULTANTS CIRCLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 100 85 LU LU w z 0 a LU J 80 LL1 75 70 65 60 FIG. A- 1 FC -1 FC -2 CW -1 EL. 103.7 EL. 102.8 EL. 99.5 CONTINUOUS -FLIGHT SOLID -STEM AUGER AND A TRUCKWOUNTED CME -45 DRILL RIG. 2. BORING LOCATIONS AND ELEVATIONS WERE DETERMINED BY A REPRESENTATIVE OF LEGEND: 05 0 70- 3. WC - INDICATES MOISTURE CONTENT (%). 105— 05CONCRETE. C ONCRETE.5 -INCHES. DO -INDICATES DRY DENSITY (PCF). SW - INDICATES SWELL WHEN WETTED UNDER APPLIED PRESSURE (%). aROAD BASE. 24NCHES. 00 COM- INDICATES COMPRESSION WHEN WETTED UNDER APPLIED PRESSURE (%). 100 LL - INDICATES LIQUID LIMIT. 9t1 14/11 PI -INDICATES PLASTICITY INDEX ® FILL, CLAY AND SAND, GRAVEL, RECYCLED ASPHALT, MEDIUM STIFF TO VERY STIFF, LOOSE TO MEDIUM DENSE, SLIGHTLY MOIST TO VERY MOIST, OCASSIONAL FUEL ODORS, •200 - INDICATES PASSING NO. 200 SIEVE (%). UC •INDICATES UNCONFINED COMPRESSIVE STRENGTH (pap. LIGHTBROWN, BROWN, RUST, GREY, SS - INDICATES WATER-SOLUBLE SULFATE CONTENT (%). [65 CLAY, SANDY TO VERY SANDY, SOFT TO VERY STIFF, DRY TO VERY MOIST, LIGHT DIG 60 SUMMARY LOGS OF EXPLORATORY BORINGS BROWN, BROWN, GREY, RUST, BLACK, WHITE. 5 T)12 95 6112 bn 6112 SAND, CLAYEY, MEDIUM DENSE, VERY MOIST, LIGHT BROWN. 4 rro s ® WEATHERED SANDSTONE, CLAYEY, SLIGHTLY MOIST, LIGHT BROWN. U 24/12 90 4/12 BEDROCK SANDSTONE, CLAYEY, MEDIUM HARD TO HARD, MOIST TO VERY MOIST, LIGHT BROWN. ua v -_� B BEDROCK. CLAYSTONE, HARD, MOIST, BROWN. 5 ate 85 29/12 5018 L LL 11 DRWE SAMPLE. THE SYMBOL 9/ I2 INDICATES 9 SLOWS OF AN AUTOMATIC 14-OUND ILJ HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.54NCH O.D. SAMPLER 12 L INCHES. 3 17/12 80 BULK SAMPLE. WATER LEVEL MEASURED AT TIME OF DRILLING. 75 75 NOTES: 1. THE BORINGS WERE DRILLED ON APRIL 21, 2016 USING 4 -INCH DIAMETER. CONTINUOUS -FLIGHT SOLID -STEM AUGER AND A TRUCKWOUNTED CME -45 DRILL RIG. 2. BORING LOCATIONS AND ELEVATIONS WERE DETERMINED BY A REPRESENTATIVE OF OUR FIRM REFERENCING THE TEMPORARY BENCHMARK SHOWN ON FIG. 1. 70 0 70- 3. WC - INDICATES MOISTURE CONTENT (%). - DO -INDICATES DRY DENSITY (PCF). SW - INDICATES SWELL WHEN WETTED UNDER APPLIED PRESSURE (%). COM- INDICATES COMPRESSION WHEN WETTED UNDER APPLIED PRESSURE (%). LL - INDICATES LIQUID LIMIT. PI -INDICATES PLASTICITY INDEX 65 •200 - INDICATES PASSING NO. 200 SIEVE (%). UC •INDICATES UNCONFINED COMPRESSIVE STRENGTH (pap. SS - INDICATES WATER-SOLUBLE SULFATE CONTENT (%). [65 4. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS CONTAINED IN THIS REPORT. 60 SUMMARY LOGS OF EXPLORATORY BORINGS 60 0 FIG. A- 2 APPENDIX B LABORATORY TEST RESULTS TABLE B-1 - SUMMARY OF LABORATORY TEST RESULTS LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc 3 2 Z a O z a x LU 0 z -2 0 U) U) LV -3 a O () -4 1 1 1 1 1 1 1 1 1 1 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-1 AT 4 FEET 3 2 1 z o 0 U) z a x LU 0 z -2 O LU CC -3 a 2 O U a 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-1 AT 9 FEET UNDER 10 100 DRY UNIT WEIGHT= 95 PCF MOISTURE CONTENT= 26.8 % ION UNDER 10 100 DRY UNIT WEIGHT= 97 PCF MOISTURE CONTENT= 26.9 % Swell Consolidation LAND DEVELOPMENT CONSULTANTS Test Results FIG. B-1 CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\Rt\DN48345-125-R7-X1(SWELL).xlsm in 2 M Z 0 O cN z a -, (L x LU 0 z -2 O U) LU -3 cc a 2 O V -4 Lim 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-2 AT 4 FEET 3 2 1 z 0 O fN z a a x LU 0 0 z -2 O N LU -3 a O U -4 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-2 AT 9 FEET 10 100 DRY UNIT WEIGHT= 94 PCF MOISTURE CONTENT= 17.9 % N UNVER 10 100 DRY UNIT WEIGHT= 111 PCF MOISTURE CONTENT= 17.8 % Swell Consolidation LAND DEVELOPMENT CONSULTANTS Test Results FIG. B-2 CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R7\DN48345-125-R1-X7(SWELL).)dsm XDANISION UNDER CONSTAN 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-2 AT 4 FEET 3 2 1 z 0 O fN z a a x LU 0 0 z -2 O N LU -3 a O U -4 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From TH-2 AT 9 FEET 10 100 DRY UNIT WEIGHT= 94 PCF MOISTURE CONTENT= 17.9 % N UNVER 10 100 DRY UNIT WEIGHT= 111 PCF MOISTURE CONTENT= 17.8 % Swell Consolidation LAND DEVELOPMENT CONSULTANTS Test Results FIG. B-2 CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R7\DN48345-125-R1-X7(SWELL).)dsm 7 6 5 4 3 2 1 0 -1 -2 -3 Z -4 _O G7 Z Q d -5 x w 0 Z -6 _O N N W M -7 a M O U -8 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH-2 AT 14 FEET P K114ice 10 100 DRY UNIT W EIGHT= 98 PCF MOISTURE CONTENT= 21.7 LAND DEVELOPMENT CONSULTANTS Swell Consolidation CIRCKLE KAT DTH AND KIPLING Test Results FIG. B-3 PROJECT NO. N48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1-X1(SWELL).)dsm 3 2 1 Z 0 O Z a -1 IL x W 0 Z -2 O N N W -3 a O U -4 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From FC -2 AT 9 FEET 3 2 1 Z o O N Z Q (L x W 0 Z -2 _O U) N W CC -3 a 2 O U -4 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From CW -1 AT 4 FEET LAND DEVELOPMENT CONSULTANTS CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R7\DN48345-125-R7-X1(SWELL).xlsm ION UNDER CONST 10 100 DRY UNIT WEIGHT= 99 PCF MOISTURE CONTENT= 24.1 % ,NAL CC CONST, 10 100 DRY UNIT WEIGHT= 100 PCF MOISTURE CONTENT= 12.1 % Swell Consolidation Test Results FIG. B-4 6 5 4 3 2 1 0 -1 -2 -3 Z -4 O U) Z Q n. -5 x w 0 0 Z -8 O U) rn w -7 a O U -8 0.1 1.0 APPLIED PRESSURE - KSF Sample of FILL, CLAY AND SAND, GRAVEL From CW -1 AT 9 FEET O DER :TO 10 100 DRY UNIT W EIGHT= 115 PCF MOISTURE CONTENT= 14.2 % LAND DEVELOPMENT CONSULTANTS /well Consolidation CIRCKLE KAT 38TH AND KIPLING Test Results FIG. B-5 PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1-X1(SWELL).)dsm 130 125 120 115 110 105 100 95 LL U a 90 H z w 0 cc a 85 0 5 10 15 20 25 30 35 MOISTURE CONTENT- % Sample Description Fill, Clay and Sand, Gravel LIQUID LIMIT 44 PLASTICITY INDEX 27 Location GRAVEL - % SAND - % Compaction Test Procedure ASTM D 698 SILT AND CLAY 59 % METHOD "A" LAND DEVELOPMENT CONSULTANTS Compaction CIRCLE K N 38TH AND G Test Results PROJECT NO.. DN48,345-125 -125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R7-Proc[or.)dsx Fig. B-6 i J-_ CURVE NUMBER TH-2 MAXIMUM DRY DENSITY --- ---------- - ----- 106.5 PCF OPTIMUM MOISTURE CONTENT - - - - - - - - - - - -- - - -�---- 19.5 % i I _ _ I'- �- - - - - - - - - - - - -- - - --' - --+- ----- - ZERO AIR VOIDS SPECIFIC GRAVITY = 2.70 ....t_.. ZERO . --------------- I ---------- I O — — — — — — — — — — — -- — — — ----------- I j - -- - - - - -�- - --- -- - - - --- i - - - - - - - T- - I I 0 5 10 15 20 25 30 35 MOISTURE CONTENT- % Sample Description Fill, Clay and Sand, Gravel LIQUID LIMIT 44 PLASTICITY INDEX 27 Location GRAVEL - % SAND - % Compaction Test Procedure ASTM D 698 SILT AND CLAY 59 % METHOD "A" LAND DEVELOPMENT CONSULTANTS Compaction CIRCLE K N 38TH AND G Test Results PROJECT NO.. DN48,345-125 -125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R7-Proc[or.)dsx Fig. B-6 TABLE B - I SUMMARY OF LABORATORY TEST RESULTS IF LAND DEVELOPMENT CONSULTANTS CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:TROJECTS`A8300\DN48345.000\125\2. Reports\R1\DN48345-125-R1-X2(TABLE).xlsx PAGE 1 OF 1 SWELL TEST DATA ATTERBERG LIMITS UNCONFINED SOLUBLE PASSING SWELL BORING DEPTH MOISTURE DRY COMPRESSION APPLIED LIQUID PLASTICITY COMPRESSIVE SULFATE NO. 200 SOILTYPE CONTENT DENSITY I PRESSURE LIMIT INDEX STRENGTH CONTENT SIEVE K % cf % %) (psf) (% % s TH-1 4 26.8 95 1.2 500 61 40 0.35 84 FILL, CLAY AND SAND, GRAVEL TH-1 ---- - ----- 9 -. ._._...- 26.9 — ------- 97 -- ------ 2.0 , ----- -- -------------...--1'1 1,100 --- ---- — -----._ ._._..---- ------ -- ------- _. .._ FILL, CLAY AND SAND, GRAVEL . _ TH-2 4 17.9 94 0.3 500 FILL, CLAY AND SAND, GRAVEL _ TH-2 9 17.8 111 2.0 __. _______________-I 1,100 __________ _ ----------- ___________ ___._._._________ ------ __ FILL, CLAY AND SAND, G RAVEL TH-2 14 21.7 98 1.0 1,800 ....... CLAY, SANDY (CL) FC -1 9 _ _ 21.5 98 400 43 FILL CLAY AND SAND,_ GRAVEL FC 1 14 22.5 102 _ 80_0_ 39 FILL, CLAY AND SAND, GRAVEL FC -2 9 24.1 _ 99 0.7 1,100 55 FILL, CLAY AND SAND, GRAVEL __________..__—__— FC2 i4___ _ 223 _ ___ _____ _______-_________ ______.____ ._______ ______ 50 FILL, CLAY ANDSAND GRAVEL CW -1 4 __ _ 12.1 -106 100 1.9 500 41 26 FILL, CLAY AND SAND, GRAVEL CW -1 _ 9 14.2 _ 115 3.5 _ 1100 _ —47_ FILL CLAY AND SAND GRAVEL LAND DEVELOPMENT CONSULTANTS CIRCKLE K AT 38TH AND KIPLING PROJECT NO. DN48,345-125 S:TROJECTS`A8300\DN48345.000\125\2. Reports\R1\DN48345-125-R1-X2(TABLE).xlsx PAGE 1 OF 1 APPENDIX C FLEXIBLE AND RIGID PAVEMENT MATERIALS, CONSTRUCTION AND MAINTENANCE GUIDELINES LAND DEVELOPMENT CONSULTANTS PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc MATERIAL GUIDELINES FOR FLEXIBLE AND RIGID PAVEMENTS Aggregate Base Course (ABC) A Class 5 or 6 Colorado Department of Transportation (CDOT) specified aggregate base course should be used. A recycled concrete alternative which meets the Class 5 or 6 designation is also acceptable. Aggregate base course should have a minimum Hveem stabilometer value of 84. Aggregate base course or recycled concrete material must be moisture stable. The change in R -value from 300 psi to 100 psi exudation pressure should be 12 points or less. Aggregate base course or recycled concrete should be laid in thin lifts not to exceed 6 inches, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). The materi- al should be placed without segregation. Placement and compaction of aggregate base course or recycled concrete should be observed and tested by a representative of our firm. Placement should not commence until the underlying subgrade is properly prepared and tested. Hot -Mix Asphalt (HMA) HMA should be composed of a mixture of aggregate, filler, hydrated lime and asphalt cement. Mixes shall be designed with 1 percent lime. Some mixes may require polymer modified asphalt cement, or make use of up to 20 percent reclaimed asphalt pavement (RAP). A project mix design is recommended and periodic checks on the project site should be made to verify compliance with specifications. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maximum size of 1 or 2 inches devel- oped on the fine side of the maximum density line should be used. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of about 4 percent. The mixture should have a minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders. The minimum performing asphalt cement should be PG 64-22 for use along the Front Range. The use of PG 58-28 or PG 58-22 asphalt cement has been known to cause tenderness in pavements in the Front Range area and should be avoided. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. LAND DEVELOPMENT CONSULTANTS C-1 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doe Paving should only be performed when subgrade temperatures are above 40*F and air tempera- ture is at least 40°F and rising. HMA should not be placed at a temperature lower than 245'F for mixes containing PG 64-22 asphalt, and 290*F for mixes containing polymer modified asphalt. The breakdown compaction should be completed before the mixture temperature drops 20'F. The maximum compacted lift should be 3 inches and joints should be staggered. No joints should be placed within wheel paths. HMA should be compacted to between 92 and 96 percent of Maximum Theoretical Density. The surface shall be sealed with a finish roller before the mix cools to 185F. Placement and compaction of HMA should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared, tested and proof - rolled. Proof -rolling should be performed in accordance with the City of Wheat Ridge Manual. Portland Cement Concrete (PCC) Portland cement concrete should meet CDOT requirements and have a minimum compressive strength of 4,200 psi at 28 days and a minimum modulus of rupture (flexural strength) of 650 psi. A mob mix design is recommended and periodic checks on the Mob site should be made to verify compliance with specifications. Portland cement should be Type II "low alkali" and should conform to ASTM C 150. Portland cement should conform to ASTM C 150. Portland cement concrete should not be placed when the subgrade or air temperature is below 40°F. Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended whenever the concrete surface becomes difficult to finish. Curing of the Portland cement concrete should be accomplished by the use of a curing com- pound. The curing compound should be applied in accordance with manufacturer recommenda- tions. Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss, rapid temperature change, freezing, and mechanical injury. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking. All joints should be properly sealed using a rod back-up and approved epoxy sealant. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. Placement of Portland cement concrete should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared and tested. LAND DEVELOPMENT CONSULTANTS C-2 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc FLEXIBLE PAVEMENT CONSTRUCTION GUIDELINES Experience has shown that construction methods can significantly affect the life and serviceability of a pavement system. A site-specific mix design is recommended and periodic checks during the project should be made to verify compliance with specifications. We recom- mend the proposed pavement be constructed in the following manner: The subgrade should be stripped of organic matter, scarified, moisture conditioned and com- pacted. Subgrade soils should be moisture conditioned to within 2 percent of optimum moisture content for sand and within 0 and 4 percent above optimum for clay, and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). Utility trenches and all subsequently placed fill should be moisture conditioned, compacted, and tested prior to paving. As a minimum, fill should be compacted to 95 percent of maximum standard Proctor dry density. After final subgrade elevation has been reached and the subgrade compacted, the resulting subgrade should be checked for uniformity and all soft or yielding materials should be replaced prior to paving. Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable subgrade. If areas of soft or wet subgrade are encountered, the material should be sub -excavated and replaced with properly compacted structural backfill. Where extensively soft, yielding subgrade is encountered, we recommend the excavation be inspected by a representative of our office. Aggregate base course should be laid in thin, loose lifts no more than 6 inches, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 1557, AASHTO T 180). Asphaltic concrete should be hot plant -mixed material compacted to between 92 and 96 percent of maximum Theoretical density. The temperature at laydown time should be at least 245°F. The surface shall be sealed with a finish roller prior to the mix cooling to 185°F. The maximum compacted lift should be 3 inches and joints should be staggered. No joints should be within wheel paths. Paving should only be performed when subgrade temperatures are above 40°F and air temper- ature is at least 40°F and rising. Subgrade preparation and placement and compaction of all pavement material should be observed and tested. Compaction criteria should be met prior to the placement of the next paving lift. The additional requirements of Wheat Ridge should apply. LAND DEVELOPMENT CONSULTANTS C-3 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc RIGID PAVEMENT CONSTRUCTION GUIDELINES Rigid pavement sections are not as sensitive to subgrade support characteristics as flexible pavement. Due to the strength of the concrete, wheel loads from traffic are distributed over a large area and the resulting subgrade stresses are relatively low. The critical factors affecting the performance of a rigid pavement are the strength and quality of the concrete, and the uniformity of the subgrade. We recommend subgrade preparation and construction of the rigid pavement section be completed in accordance with the following recommendations: The subgrade should be stripped of organic matter, scarified, moisture conditioned and com- pacted. Subgrade soils should be moisture conditioned to within 2 percent of optimum moisture content for sand and within 0 and 4 percent above optimum for clay, and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). After final subgrade elevation has been reached and the subgrade compacted, the resulting subgrade should be checked for uniformity and all soft or yielding materials should be replaced prior to paving. Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable subgrade. The subgrade should be kept moist prior to paving. Curing procedures should protect the concrete against moisture loss, rapid temperature change, freezing, and mechanical injury for at least 3 days after placement. Traffic should not be allowed on the pavement for at least one week. Curing of the portland cement concrete should be accomplished by use of a curing compound in accordance with manufacturer recommendations. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or should be sawed shortly after the concrete has begun to set, but prior to uncon- trolled cracking. All joints should be sealed. Construction control and inspection should be performed during the subgrade preparation and paving procedures. Concrete should be carefully monitored for quality control. The additional requirements of City of Wheat Ridge should apply. The design sections are based upon 10 -year and 20 -year periods. Experience in the Denver area indicates virtually no maintenance or overlays are necessary for a 20 -year design period. We believe some maintenance and sealing of concrete joints will help pavement performance by helping to keep surface moisture from wetting and softening or heaving subgrade. To avoid problems associated with scaling and to continue the strength gain, we recommend deicing salts not be used for the first year after placement. LAND DEVELOPMENT CONSULTANTS C-4 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doC MAINTENANCE GUIDELINES FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. Annual Preventive Maintenance Visual pavement evaluations should be performed each year. Reports documenting the progress of distress should be kept current to provide information on effective times to apply preventive maintenance treatments. Crack sealing should be performed annually as new cracks appear. 3 to 5 -Year Preventive Maintenance The owner should budget for a preventive treatment (e.g. chip seal, fog seal, slurry seal) at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. 5 to 10 -Year Corrective Maintenance Corrective maintenance (e.g. full -depth patching, milling and overlay) may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. LAND DEVELOPMENT CONSULTANTS C-5 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTS\48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc MAINTENANCE GUIDELINES FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. Annual Preventive Maintenance Visual pavement evaluations should be performed each spring or fall. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preventive maintenance. Crack sealing should be performed annually as new cracks appear. 4 to 8 Year Preventive Maintenance The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. Where joint sealants are missing or distressed, resealing is mandatory. 15 to 20 Year Corrective Maintenance Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge damage and material failure. Asphalt concrete overlays may be required at 15 to 20 year intervals to improve the structural capacity of the pavement. LAND DEVELOPMENT CONSULTANTS C-6 PROPOSED CIRCLE K #2709870 CTL I T PROJECT NO. DN48,345-125 S:\PROJECTSk48300\DN48345.000\125\2. Reports\R1\DN48345-125-R1.doc City of Wheat Ridge Commercial Demolitio PERMIT - 201801795 PERMIT NO: 201801795 ISSUED: 06/21/2018 JOB ADDRESS: 3805 Kipling ST EXPIRES: 06/21/2019 JOB DESCRIPTION: Demolition of existing convenience store, car wash, and fuel canopy - State Permit No. 18JE3892D *** CONTACTS *** OWNER (602)728-4628 CIRCLE K STORES INC SUB (970)493-7785 Eric Hick, Joby Adam 060019 CGRS Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 340 / Conv. Markets USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 123,100.00 FEES Total Valuation 0.00 Demolition Fee 50.00 ** TOTAL ** 50.00 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2014 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. 11 by in signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applica le building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction, with this ermit. I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be perfo�rmeed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRA CTOR �(Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting ofia.permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicabl c e o any or nce or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. k , City of . W hcatj�idge COMMUNITY DLVLLOMEN' F Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: (0/ (� / // Plan/Permit # ,q I'U 9 0 Ms Plan Review Fee: 11% Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3805 Kipling Street Property Owner (please print): Circle K Stores Phone: 602.728.4628 Property Owner Email: atoale@circlek.com Tenant (Commercial Projects Only) Circle K Property Owner Mailing Address: (if different than property address) Address: 1 130 W. Warner Road, Building B City, State, Zip: Tempe, AZ 85284 Arch itect/Engineer: n/a Architect/Engineer E-mail: Contractor: CGRS, Inc. City of Wheat Ridge License M 060019 Phone: Phone: 970.493.7780 Contractor E-mail Address: kathy@cgrs.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Eric Vaughan Phone: 970.379.2550 CONTACT EMAIL(please print): evaughan@cgrs.com Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: City License # Other City Licensed Sub: City License # 0 COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Please see attached for a detailed Scope of Work NMOIA-av%(:: S �n,6 CDV%ve 5A4 -1—t CrhrWg5S 't V" S �ke' Cekn Commercial Projects Only: Occupancy Type Sq. FULF Amps BTUs Squares Construction Type: Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) s 123,100 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): _ j.� DATE: 6/11/18 Printed Name: Eric Vaughan ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer. PUBLIC WORKS COMMENTS: Reviewer: P " MENS' USE ()NLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Air Unit 4300 Cherry Creek Drive South, APCD-IE-131 Denver, Colorado 80246-1530 Phone: 303-692-3100— Fax: 303-782-0278 E-mail: asbestos@state.co.us DEMOLITION APPROVAL NOTICE This approval notice is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008 and the Colorado Air Pollution Prevention and Control Act C.R.S. (25-7-101 and 25-7-501 et seq). This notice signifies that the structure was inspected for asbestos, luminous exit signs (containing radioactive material), and Ozone -Depleting Refrigerants and the demolition contractorhas properly notified the Colorado Department of Public Health and Environment pursuant to Regulation No. 8, Part B. As a contractor, you may be subject to other demolition licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division, strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. Please note that certain asbestos -containing materials (ACM) may remain in the structure during demolition. Therefore, any demolition debris left behind after the completion of post - demolition site cleanup may constitute a "reason to know of asbestos -contaminated soil" at the site, subject to the requirements of Section 5.5 of the Solid Waste Regulations (6 CCR 1007-2, Part 1). THE ORIGINAL APPROVAL NOTICE MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the Asbestos/IAQ Unit of project modifications by fax (number above) or e-mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This demolition approval notice is valid beginning 6/25/2018. The actual scheduled work dates are from 6/25/2018 through 12/20/2018. Approval issued on: 6/15/2018 Record number: 138605 Notice Number: 18JE3892D For the location specified below: Circle K 3805 Kipling St Wheat Ridge Jefferson County This notice has been issued to: CGRS Inc 1301 Academy Court Fort Collins, CO 80524 Fee Paid: $60.00 Check number: 23115 Asbestos Building Inspector: Weston Short Cerification No.: 23540 Inspection Date: 07/18/2017 Issuet: SM ���, uo!;!lowap o; joud panowaj/pa;ege ��ti�• Aliadad aq;snw wnaloull pue lf,wn;aays bu!ule;uoo so;sagsy :a;oN uol;eln6aj sly; Aq pa;eln6ai suol;ejado uoi;enouaJ Jo uo!;llowap ;o asinoo ay; ui leua;ew ay; uo;oe o; papadxe saojo; ay; Aq japmod o; paonpai jo 'pazuanlnd 'palgwruo awooaq sey jo 6u!wooeq;o Al!llgegad y6iy a sey;ey; Wpb algeu;uou it o a;e5 (p) jo 6u!pejge jo ' u!4no' wpwj'6ulpues o; pa;oefgns uaaq sey jo aq 1pm;ey; INOV algeu;uou Ajobaleo a (0) 'algeua awooaq sey ;ey; W3V algeu;uou l AJOIJejeo (q) 'leua;ew ulu!e;uoo-so;sagse algeu; (e) sueaw sleua;ew 6u!we;uoo-so;s9gse pe;eln6a8 , :panssl a;ep S) #poo SII iZ "'! 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The Job Number is: 180611009 Description: Fuel system removal, convenience store, car wash, canopy & concrete demolition Thank you for submitting to West Metro Fire. Our typical review turnaround is approximately 2 weeks. If additional information is required, you'll receive a notice from the review assigned, or a no -reply notice from Mobile Eyes. Please be sure to check your junk folder if you feel you are not receiving the Mobile Eyes notices and select "Not Junk". & nbsp; NOTE: Re -submissions shall only include the pages that are affected and additional pages that may be required for the needed corrections. Re -submission of full sets, unless specifically requested, shall result in the rejection of plans. � 35 30' 15 \ 0 N Q S m� 10 m\ �` o ■ ■ ONO 30' vy� i 0 10 20 50 LENA GULCN \ \ \ \ 30 \ \Z� SCALE: 1"=50' STORM WATER QUALITY FACILITY TEMPORARY CONSTRUCTION o EASEMENT CO RECIPROCAL o_ EASEMENT AREA °' 0 4b EQUINOX TEMPORARY o CONSTRUCTION EASEMENT `l) ZIA Z s o Y EXISTING CK 9870 LOT o J w LINE (?) Q � UQ� T_ z o uu PROPOSED CIRC'L-L K u I o v I ® `DUEL CANOPY6 Lu L 5,353.5 S.F. Q w Li o h o EXISTING CK 9870 LOT LINE 9.9 J 0.0 Y [II 30'\C -STORE _ 65' – Q 4 4,604 SF j FcROSS-ACCESS/ y INGRESS -EGRESS EASEMENT REG NO 2005050458 1.: 0 0 0 0 0 W 38TH AVE s E oR sE Im 0 z m v ti c Y (D 3 m o m a` 16 U 'cm v — W c z Q ~ J W L) W W 2_ Y C) 1 � Ywo U > c I_ WQ�w J = z o pp J O �coYQ 2 U� �� W FOR OFFICE .'r ONLY x y,` Cater of [Date:gle C��� tri=9�}�irryDE ELOJI�� EN atf �jd i or Building Inspection Services Division 2 o 7500 Wi 29`x" Ave,, Wheat Ridge, CO 50433 Plea Review Fee: Office: 343-23542555 * Fax. 343-237-3929 Inspection Line 343-234-5933 Building Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed, Property Address: Property Owner (please print): Cllze4eysarr, Property tEmail: Mailing Address- (if different than property address) Address: <_?b 1?�6-2-oR5 Zit , State, Zip: 7 2— Architect/E ArchitectlEngineer E-mail: Contractor: Contractors City License #: Phone Contractor E-mail rem A Electrical,, ,. City license # Other City Licensed Sub; City License # Plumbing: -R� City License Other City Licensed Sub. City License Mechanical. y'V k City License # tescription of w4rki (Check all that apply) NEW COMMERCIAL STRUCTURE EL CTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESCIENTIAL ADDITION WINDOW REPLACEMENT" COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc,) RESIDENTIAL ACC SSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE SYSTEM/APPLIANCEREPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE SYSTEM/APPLIANCEREPAIR or REPLACM NT" ELECTRICAL SYST" MIAPPLIANCE REPAIR or REPLACEMENT TIER (Describe (Foy ALL projects, please provide a #etalled description of work to be performed, including current use of areas, proposed uses„ square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc:) oj-� ?L e Nck 0- ol Sq. t./LF Stu, Amps Squares Gallons Other OWNEPUCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rales or regulations of the City of Wheat Ridge or covenants, casements or restrictions of record; that all measurements shown and allegations made are accurate that l have read and agree to abide by all conditions printed can this application and that t assume fall responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued leased can this application- that l arra the, legal fawner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included can this application to list that entity on this application. CIRCLE OiVE: (Off, (CO)VTRACTOR) or "T" r' REPRES&VTATIVE) of -(OWNER) (CONTRACTOR) ZONING imwer Ct RF dT , x+4,1 5 1r era ,,'3,j e<7 f`l- OCCUPOCCUPANCYCLA tFiCATJON �teiev� BUILDING DEPARTMENT COM:;tdTS Reviewer: PUBLIC WORKS CC}( MENTa Reviewer t3CiUtl Fire Department received Not Required Water District Deceived Not Required Sanitation District Deceived Not Required Building DivisiOn Valuation: 0 STRUCTURE0 NEW COMMERCIAL UPGRADE NEW RESIDENTIAL COMMERCIALROOFING RESIDENTIALCOMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ACCESSORY STRUCTURE • deck, MECHANICAL w r s REPAIR s xw REPLACEMENT PLUMBING SYSTEMAPPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEMAPPLIANCE REPAIR or REPLACEMENT OTHER(DeScribe amount(For ALL projects, please provide a gAa_flo description of work to be performed, including current use of areas, proposed Uses,, sqU46ii footage, ekisting condition and proposed n6W Condition appliance size and oftlency, type and of •• kieeti► _ L Amps Squares 00W Proiect Value: (Contract value or the cost of 11_1materials and labor included 6 thefte project) ji'► IM F OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING setbackI hereby certify that the peirmu application are accurate and do not violate applicable Ridgeregulations of the City of Wheat easements thatall measurements shown and allegations made are agreeaccurate; that I have read and to abide by allconditions"# on this application and that I assume full responsibility for compliance authorizedwith applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been by the legal owner of the property entity included on this application to list thatentity on this application. CIRCLEONE: (OWNER) (CONTRACTOR)r J' ) REPRESENTATIVE) "'of' , 'OOP, TME $ ! xi.° ONVY ZONINGCOMMMENT& o 0 0 3 a.. ' 3 .. ,a), A,�";, Reviewer. 8 1ul-Op BU)LbINC DEPARTMENT CDi�4I 75. R6vla C' PUBLIC WORKS: COMMENTS: Reviewer . ,Q Fire Department 0 Received 0 Not Required Water District a 0 NotRequired Sanitation District -. nNot Required DATE: OCCUPANCY CLASSIFICATION: Building Division Valuation: ij Site Number 270"54 1600 S. Colorado Deaver80222 27 300 VV. 38th Ave Denver CO 80211 27019870 3905 Kiplingeat Ridge CO 90033 270"76 l Blvd Eneerfood co 801110 270"77 6798 West Ottawa Uttleten co sells 270"79 7550 & University Blvd Centennial CO 80122 27 92007 W. Jewefi Avenue IAkeweed CO 80232 279 3 Kipft St Wheat 3 27 888 1,5665 K Collax Ave Lakewood COt ; M'A.,..f §.,i@ V `,1 LYSI»..,'q aiwAk..R`?c� """ � �««:: ....mu,, n 3�, IA;, aluri ,3 pq property ii Stt-fis Ir 117 4 ,fe a Sign e`rrn_t fc tile, b verffizir, proper y on rybe,'hf«al ars" Date Vokpy of pemgt: The issuance n of c Fera`nat Of .,r`a� rr�:�; <)f t?acln computations 9# not be C1 t.,EMTIT fOf, or an V i to any t r ,r of the;kOdisng Code Of fonyCRN st fnitis preo,jrning to give, outhofity to V010te Of Cortcej " provisons of the ta c rigor othef ordlnonceSf the city swnot be v , d � \ � m : \~ �� / \ \ Z \� ■ . ^ /\\\ \\ z 2& 0 ~-- � ��illy�I iii i� ��li I i�l ISI ppt i� �� }}CNV�y Iil rp y' t a7 r � tt�` r Yt( t tk t tti� k1irv� *. 1 134 . . , x r' St to t l t k !t ' ttt r t YUv t K in 1 11t 1� f t r. gx l t t t a. tkl �r vt i :. (1 r•, r nti •sy Y.. 1 t t x e r 11 k ORO) VP z z I -ant . . . . . . . . il . . . . . . . . . . .................. } X111 1 1'1Yr �l 1�y I Stly tl� n�y ��� 1 1Sy1�1 y4 tkl}i 1tt t\ �y lei S tl MA tYi m a YU't'At�� } ov0. t i t l x2k� 4 i I j X11 ��i ,'•ii � �h�� ������� tk }q, Al 1� �t v t s, t r } s t`t 1' t 1 411.; i I twat u m C". 1 1'1Yr �l 1�y I Stly tl� n�y ��� 1 1Sy1�1 y4 tkl}i 1tt t\ �y lei S tl { t i t l x2k� 4 i I j X11 ��i ,'•ii � �h�� ������� tk Al 1� �t t s, t r } s t`t 1' 9 Eg .: City o ,�qrWhc6atj] cd C MUNrry DEVELOPMENT ig ii • s I! «! MUM W t- • ► - - - --------- City, State, ., *. . IY i ' JE, Aspgn Sign Company *'"« • • • pow Sub Co' ntractors. N/A Electrical: Plumbing: Mechanical: W.R. City License # W R. City Lice # W.R. City License # Other City Licensed Sub Other City Licensed Sub: City License # City License # s I laing sign ca ne new faces that nc u Old faces will be removed; these faces had the manual scroller gas pricers. Sign location, square feet, cabinet and support structure will not change. Only new faces on the existing sign cabinet. Sq. FULF Btu's Amps Squares Other TrwieCT) 3 oct CIRCUON& (OWNER) (CONTRACTOR) gr MEE= (CONTRACTOR) Building Division Valuation- RVI LED Price Conversion I mmm wrs� 24" LED PCU WA ALTERNATING FLASHER 12" LED PCU SIGN COMPANY www FfllefalHeath,com w— Mike col g_ Job Number 144698 Dale : 0818,14 Sheet Numtrr 1 of 2 Re Narnc SH144698 e fkor ai eA N1 t to Scale 1454 Burnham Street Awk soft Colorado Springs, CO 80906 (Masp=l I P (719) 391-1924 MEMBER F (719) 391-1401 INTERNATIONAL www.aspensign.com SIGN & LIGHTING CO. W SIGN ASSOCIATION CUSTOM ("IEStGNED NEON& PLAS71CSBGPIJS Et ECTRC7NiCMESSAGEDMPLAYS 4.H3 GAS PRICER SOGNS lNSTAtAAT"N MAIN'rENANCE' zm��� City of Wheat Ridge 7500 W. 29 Ave. Wheat Ridge, CO 80033 arn oticiTsIng 7.5 t ,-". "' sir-frm pacKe6es MT re 1. Circle K/Shell #9885,4885 Kipling Street 2. Circle K/Shell #9870, 3805 Kipling Street - a - r6r r*7 Froj$(useo F77777779, affner authorization, an aerial view of the property, and photos of the existing signs. We are proposing new sign faces on the sign at each location that will replace the manual scroll gas pricers with new LED gas pricers built into the new faces. I have also enclosed our Check #2599 in the amount of $162.56 for the review fee of $81.28 for each permit application. Please let me know as soon as possible if you require anything else for the permitting of these new signs. Sincerely, Marilyn Collins Project Manager Email: marilyn@aspensign.com ."~'m' ".,Jb'~UI.~.I,.~~!~~"I.,~I_!!~.l'ill'"'".,."'".),"l,~,"""",...,."',,.~.Jll.,i,~!,,,,,,,,W_I,,,,,J,,~.,...,,,,,,~~JI City of Wheat Ridge Commercial Sign PERMIT - 080079 , PERMIT NO.: Jo.B ADDRESS: DESCRIPTIoN: o.s0079 ~,805 KIPLING ST face change per attached ISSUED: EXPIRES: 01/29/2008 *** Co.NTACTS ** * 303/375-9933 812/526-0314 01-7248 Young Electric Sign Co Circle K Stores gc owner- * * PARCEL INFO. ZONE Co.DE: SUBorVIS. : ** C-1 0212 USE: BLo.CK/Lo.T#: ua 0/ Permit Fee Plan Review Fee Total Valuation Use Tax ** To.TAL ** ESTIMATED PRo.JECT VALUATIo.N: FEES 30.00 19.50 .00 13 .95 63.45 775.00 ** FEE SUMMARY ** Conditions: Resubmittal approved -AT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances; rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements-shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I. assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. Signature of contractor/owner date 1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of COlorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granteaat the discretion of the Building Official. 3. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have beert or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (I) year. If changes have been or if suspension or abandonment exceeds one' (1) year, full fees shall be paid for a new permit. 4. No Work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contract6rshall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, y lation of the provisions of the building codes or any other ordinance, law, rule or regulation~ All plan reV. w ject to field inspections. Signature.o! date INSPEctIO RBQ~ST LINE. (303)234-5933 BUILDING o.FFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTIo.N THE Fo.LLo.WING BUSINESS DAY. ptJh-i~ olQ ~l \ City of Wheat Ridge Community Development Deparbnent MINOR BUILDING PERMIT APPUCATION Building Permit Number. Date: \/IO/D~ ?!~ PropcrtyOwner: C.~I~" ~"1"C>~e1>, Z'J'4c. Property Address: 3805'" ",,.Il"~ ~.,... Contractor License No.: 17;:1"/ B Company: y~~ flfL~~ S~..., CO. Phone:(81~) 'S'-'---o~ Phone: (30~ 375' -"1<133 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Bulldi1lCl.Dept Valuati01l Figure: $ I This pennit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. ' This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. . If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been orwill be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No worK of any manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shall notify the Buikiing Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. The issuance of a pennit or the approval of drawings and specifications shall not be construed to be a pennit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review "is subject to field inspections. I hereby certify that the setback distances proposed by this permit application are accurate, and do not-violate applicable ordinanCes, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed.. on this application and. that I assume full responsibirrty. for compliance wi1h 1IIe Wheat Ridge Building Code O.B.C) and all other applicable Wheat Ridge ORlinances, for wort< under litis lans subject to field Inspectlon. DATE~ DATE~ (OWNERXCoNlRACTORjo SIGNED (OWNER)(COIITRACTOR):PRlNTEO G"L Use of Space (description): t;e. Description of work: C. "'''''"j t' Sq. FL added ,er- FA'~c:. ,~ ~ ~)I.lfr-n~j 7c!l1-e. BUILDING DEPARTMENf USE ONLY ONING COMMENTS: A Approval: '\ Zoning: C~I UILDING COMMENTS: Approval: UBUC WORKS COMMENTS: ApprDvai: IRE DEPARTMENT COMMENTS: Approval: Occupancy: Walls: Stories: Root Electrical License No: Company: Expiration Date: Approval: Plumbing License No: Company: Expiration Date: Approval: (1) (2) (3) (4) (5) (6) Chief Building Official Value:$ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Tota1:$ '5".., SIC: Sq.Ft:: /(//W / '/. s1) (>d ./;o Residential Units: Mechanical License No: Company: Expiration Date: Approval: Circle K# 1 20190- 3805 Kipling, Wheatridge Existing conditions Change faces in existing pole sign @ Adam Tietz City of Wheat Ridge Municipal Building 7500 W 29th Ave . Wheat Ridge CO 80033-8001 Mr. Tietz, Attached is a revised design for the refacing of the existing Shell/Circle K pole sign at 3805 Kipling SI. The sign area is now calculated at 84.7sf. According to your letter the existing sign is approximately 85sf, therefore this proposal should now be acceptable. I have also included everything I originally submitted. Pease give me a call if you need anything more, 303-375-9933. Thanks, ~ E~Y1 Young Electric Sign Company . ~~ ... .'. City of ~WlieatRLdge CITY OF WHEAT RIDGE MUNICIPAL BUILDING 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p,303.235.2846 f 303.235,2857 January 11, 2008 Eric Brown Young Electric Sign Co, RE: Sign permit for 3805 Kipling St Dear Mr Young, The sign permit for the project at 3805 Kipling St has been received and I have the following comments: 1, The sign permit that was submitted indicates there will be no new square footage of sign will be added and the only the face will be changed, According to our files, the current freestanding sign located on the property is approximately 85 square feet The new sign permit application indicates the sign will be approximately 98 square feet, an increase of 13 square feet The freestanding sign on the premises is already a non-conforming sign as it is larger than what would be allowed if the sign were newly constructed or reconstructed in accordance with today's sign standards, Wheat Ridge City Code statesJbal a n8n-ooriforming sign may remain in existence and the faces may be changes as long as the nOR-OGRformity iSJjot increased, The plans that have been submitted do~ow that the sign square footage will be increased and therefore is not permitted, If you wish to proceed with the plan as it was submitted, a variance will need to be requested, Since the variance that would need to be granted is greater than 50% of what is allowed by today's standards, a hearing before the Board of Adjustments would be required with the associated fees, If a variance is not desired, please resubmit a new plan showing the sign will not be increased in size from its current state. More information may also be required to be provided by other departments depending on their comments pertaining to this permit Feel free to contact me with any questions or concerns at 303.235.2845, Sm;j1;jff ~ ~ t::7. emui/; info@ci.wheatridge.co.us www.ci.wheatridge.co.us 84,66 N n rn ~Ei O z H W a Z W 2 az OJOO W N J J - U on }zw _ O_ O Z P ~aa h W O = O O W Z_O -~`yp} W J H :E= )u tim LC <0- w X O W m MO Z a W Q ~ y N N X y W A N i u J V W v O p v v u u o ° M LL e e O O O o Z N v N 9 b ~ ~ v n n li 2 °n a y w 33 e« a o Q o 3 lp 0 E ~tgr ~ ~ m`a s o WU m c° 0 8' fr wa Wad a o H w O i N 0 ~vl W v O n ~ ❑ W O 2 W w Q 11 c ❑ Z G Z W o a J Z 3 p= 3 ; o J o O a s C, v ° I❑ J I❑ a` a t7 ~ N N Z 0¢ - I❑ c I❑ J Z ti D O 3 N O N J zz w ~~C\C C~ /~D o m N y A I❑ C> I❑ \ U~ V ~ c `J J~ wC\j w z z r Z W ❑ O Z z° z f z.-. 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COMPANY Denver Division 3770 Joliet Street Denver, CO 80239 303.375,9933 303.375-9111 (Fax) www.yesco.com Address: #9870 3805 KIPLING WHEATRIOGE, COLORAOO Designer: BRIAN CRIPPIN Sales: CHUCK HAND Scale:NOTED Date: 01.24-08 Revisions: REV01: 01016,08 BC COR01: 01,24,08 BC If) OROER NEW FACEIS) FOR EXISTING POLE SIGN & INSTALL landlord Approval: x Tenanl Approval: x Work Order#: AAA ~Y.l-A-l. NOTE: UNLESS OTHERWISE NOTED, ELECTRICAL RUNS OR FINAL ELECTRICAL HOOKUP CHARGES ARE NOT INCLUDEO, ILWMINATED DISPLAVS WILL BE WIRED FOR 120 VOLT POWER UNLESS OTHERWISE INDICATEO. I FVCtDGI! III N01'120PlEAIlENIICO'I!VOIMVOU'AGEtEE.1 ~ISDRAW1NGWo\SClIEATEDTOASSISTYOUINVlSUAl1Z1ItIi OURPRDPOSALTHEIIRlGllIIALlDEASHERElltARETHEPROPERTY llFYGUIIiElECTRlCSIGII.CllMPANY.PERMISSUINTO COI'Y OR REVlSETHISDRAWIHGCANDIIILYBEOBTA1IIEDTHRUAWRITTEIl AGR!:ENEftTWlTHYESCO. SEE YOUR SAtES REPRESEII.TATIVE DR CALL THE HEAREST OfFICE OFYOUItG ELRTR1C SIGIII COMPANY. DESIGN#: 08158.1 REWORK EXISTING OOUBlE SIDED POLE SIGN OUANTITY: 1 INSTAll ONLY SCALE: 3/B" = 1'-0" sa. FT. - 97_3 1 II 1 Page: ot. :@ City of Wheat Ridge Building Dept Attn: Christy 7500 W 29th Ave Wheat Ridge, CO 80033 303-235-2855 Christy, Attached is the sign permit fee check for Circle K at 3805 Kipling, Also enclosed is an overnight mailer for you to return the permit in, Please give Anna HcHenrv a call if you need anything more, 303-375-9933, Thanks, eL glOWv\ Young Electric Sign Company , j f} I1II11111 "IIII~IIIIII ill IIIIIIII~ II~IIIIIIIII ~II ~:; ~ 0 ~ g 0 2006142678 WD 12/01/2006 04:51:23 PM 10 Page(s) Jefferson county, CoLorado SPECIAL WARRANTY DEED Return To: Circle K Stores Inc, 1130W. Warner Road Tempe, AZ. 85284 Attn: Real Estate Coordinator ~ \ :)I.W J A. This Special Warranty Deed ("Deed"), dated to be effective as of the 1 st day of C(l:./ December, 2006 ("Effective Date"), is by and between Equilon Enterprises LLC, a Delaware limited liability company with offices located at 12700 Northborough Drive, Houston, Texas 77067 ("Grantor") and Circle K Stores Inc" a Texas corporation with offices located at 315 Commons Mall, Columbus, Indiana 47201 ("Grantee"), I ~ "" ~ ~ II ~ ~ 1.2\ ~ ~ ~ ~ ~ W!!NE~~EI!::!.: For and in consideration of the sum of $10.00 and the mutual covenants and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, Grantor does hereby GRANT" BARGAIN, SELL, CONVEY, CONFIRM and RELEASE unto Grantee, its successors and assigns forever, the Premises more particularly described in Exhibit "A" attached hereto and made a part hereof (the "Premises"), together with any buildings, fixtures and improvements owned by Grantor and located thereon, Together with all right, title and interest, if any, of Grantor in and to any streets and roads abutting the Premises to the center lines thereof, plus all the estate and rights of Grantor in and to any easements, rights, privileges, appurtenances and other hereditaments appurtenant to the Premises; This conveyance is made by Grantor and accepted by Grantee SUBJECT TO all reservations, exceptions, restrictions, easements, encumbrances, rights of way and other matters of record affecting the same and set forth on "Exhibit B", to the extent that the same are currently valid and enforceable against the Premises and applicable zoning regulations. TO HAVE AND TO HOLD the Premises unto Grantee, its successors and assigns in fee simple forever; but: IN ADDITION TO THE FOREGOING, Grantor grants the Premises to Grantee subject to the following covenants and restrictions: 1, From and after the Effective Date until November 30, 2021 ('Termination Date"), if gasoline or branded diesel is stored, advertised or sold at or from the Premises, the gasoline or branded diesel stored, advertised or sold shall be sold under the "Shell" trademar1< or other "Shell" brands under which motor fuel products are sold ("Brand Covenant"), all as more fully set forth in that certain Branding and Product Purchase Commitment Agreement dated as of the Effective Date, by and between Grantor and Grantee ("Brandina Aareement"). The Brand Covenant shall expire automatically on the Termination Date without need for filing a release, or other action of either Grantor or Grantee, The Premises and every portion thereof shall be improved, held, used, occupied, leased, sold, hypothecated, encumbered and conveyed subject to the Brand Covenant. The Brand Covenant and the remedies for breach Cost Center: # 120190 Location:3805 Kipling, Wheat Ridge, CO thereof, as provided in the Branding Agreement, shall run with the land, and pass with each and t. every portion of the Premises, and shall apply to and bind the respective successors, assigns and transferees and subsequent owners in interest thereof. The Brand Covenant is imposed upon the entire Premises. Grantee agrees to include the Brand Covenant in any conveyance or assignment of the Premises prior to the Termination Date to a successor grantee and, as a condition of any conveyance of the Premises, to require successor grantees to enter into an agreement assuming all obligations of Grantee under the Branding Agreement. 2. Until the Termination Date, Grantor retains a right of first refusal to purchase the Premises, pursuant to the terms of the Branding Agreement ("Riaht of First Refusal"). The Right of First Refusal shall expire automatically on the Termination Date, without need for filing a release, or other action of either Grantor or Grantee, The terms of the Right of First Refusal are set forth on "Exhibit C". 3. Grantee has granted a right of access to Grantor pursuant to the terms of an Access Agreement dated as of the Effective Date, which is being recorded on the same day as this instrument. 4. Grantee covenants and agrees that it shall not install any well or other tank, pump or related equipment for the storage of potable water at the Premises, Grantee further covenants and agrees that it shall not improve or use the Premises for residential purposes. Each of these covenants shall run with the Premises, and pass with each and every portion of the Premises, and shall apply to and bind the respective successors in interest thereof, Grantee agrees to include these restrictions in any conveyance or assignment of the Premises to a successor grantee. SUBJECT to the foregoing, Grantor covenants with Grantee that Grantor will warrant and defend title to the Premises against the lawful claims of all persons claiming by, through, or under Grantor, but not otherwise, [Signatures Appear on Following Page] -2- IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be duly executed on the day and year first above written. [LLC SEAL] Equilon Enterprises LLC /~r:~~ Title:Manaaer. Real Estate Contracts Signed, Sealed and Delivered in Our Presence: WITNESS: P~0Jk::y~ _ WITNESS: pte~~!!~m {<riff" This instrument prepared by: Beverly j, Klug as Agent for EQUILON ENTERPRISES LLC 12700 Northborough, Suite 130 Houston, TX 77067 CC# 1Z0190 Parcel Identification No.: 39-214-13-002 (Lot 1 I 39-314-13-003 (Tract AI (Recording Legend) Tax statements should be sent to: Circle K Stores Inc. Rent and Property Tax Department 1130 W. Warner Road, Building B Tempe, AZ. 65284 Attn: Rents and Properly Tax Supervisor -3- J {/ STATE OF TEXAS ) SS. COUNTY OF HARRIS ) The within and foregoing instrument was acknowledged before me this 20th day of November 2006, by Charles T. Badrick, the Manager, Real Estate Contracts of Equilon Enterprises LLC, a Delaware limited liability company, on behalf of the company. Wrtness my hand and official seal, vm~~~~T~~~ Print Name:j.A..;vJ",III..( (~~_ ~:"",:=""'::r""'''''':'"',,....A',...O:'''''C. ' My commission expires: '.'<:~!., MIC ''''I ~ "~'.',7.' . . -/""-" i" r._p._ ;;;ft....\J.. ..... . ". '-:s N~'~PUBLIC -"rEoe'.-..:"- . ,'",. ;/,~ VI........ ....1.... '''''''''_. -. /.. ):~ M'f C?;\~~:!S~IOr.! EXPIRES . .~., ;':/')v. -I, 2(.~t1 -4- ~ EXHIBIT A Legal Description of Premises 1 -5- >- a. o o a:: o o a. EXHIBIT A LEGAL DESCRIPTION Lolllnd rrac\A, Amoco Stall"" No. S215, I Subdivision of I Plrt of the City of Wheal Ridge, Colorado, County of Jetferaon, S_ of <:oIor9do. v .' 1- @ AloNo,: 1<23910 J:;CI'i'O , , EXHIBIT B Permitted Encumbrances 1\ -6- SCHEDULE 4.3 PERMITTED ENCUMBRANCES CC#120190 3805 Kipling Wheat Ridge, CO ~ I, The lien for real property taxes for the year 2007. and any liens for special assessments which as of the date hereof, are not due and payable. Ad Valorem Taxes for calendar year 2006, have been paid and prorated as of the date hereof. 2, An easement for communication line facilities and incidental purposes granted to The Mountain States Telephone and Telegraph Company by the instrument recorded April I, 1969 in Book 2092 at Page 387. 3. Terms, conditions, provisions, agreements and obligations specified under the Right of Way Agreement by and between Amoco Oil Company, a Maryland corporation and The Consolidated Mutual Water Company, a Colorado corporation, which was recorded November 30,1988 at Reception No. 88115845, 4. Easements, notes, terms, agreements, provisions, covenants, conditions, restrictions and obligations as set forth on the Plat of Amoco Station No, 5215, a Subdivision of a part of the City of Wheat Ridge, Colorado recorded April 25, 1989 at Reception No. 34911, Note: An Affidavit of Correction was recorded January 4, 1990 at Reception No. 90001465. 5, All right, title and interest in and to any oil, gas, and other minerals together with the right to explore for, develop and produce same, as more particularly set forth and as reserved by Texaco Refining and Marketing, Inc., a Delaware corporation in the Deed recorded June 23, 1998 at Reception No, F0636722, and any and all assignments thereof or interest therein. 6, Matters of survey, as disclosed by Clark Land Surveying, Inc. Job No. 6410, dated September 2, 2006, to wit: A The fact that fence lines on or near the westerly boundary lines of the property do not coincide with the exact boundary lines of the property, REV. 11/24/06 RDH . EXHIBIT C Right of First Refusal \\ Until November 30, 2021, if at any time Grantee (i) receives an acceptable bona fide offer to purchase or lease from a ready, willing, and able purchaser or lessee which Grantee desires to accept, or (i1) makes a bona fide offer to sell, lease or otherwise transfer to such a purchaser or lessee, all of Grantee's right, title and interest in and to the Premises ("Qf!!!"), Grantee shall provide written notice to Grantor, specifying the name and address of the proposed grantee or lessee and the price and complete termz of the Offer, accompanied by Grantee's affidavit that the proposed sale or lease transaction described in the Offer is in good faith. Grantor will then have the prior option to purchase or lease the Premises at the price and on the terms of the Offer, but subject to the terms provided below ("Riaht of First Refusal"). Grantor shall provide written notice to Grantee of Grantor's election to exercise its Right of First Refusal within 30 days after Grantor receives Grantee's written notice of the Offer. If Grantor does not timely exercise its Right of First Refusal with respect to the Premises, Grantee shall be free to sell, lease or otherwise transfer the Premises in accordance with the transaction described in Grantee's notice. If such transaction is not consummated as described in the Grantee's notice, the Right of First Refusal shall thereafter apply to the Premises. Within 20 days after the date of the notice provided to Grantee of Grantor's election to exercise its Right of First Refusal, Grantor shall designate a title company and provide written notice to Grantee of the same. Grantee shall deposit with the title company a recordable special warranty deed comparable to the special warranty deed to which this Exhibit relates or a lease containing terms consistent with the Offer described in Grantee's notice and acceptable to Grantor, Grantor shall deposit with the title company any earnest money required by the Offer. Promptly thereafter, Grantee shall (or Grantor may), at Grantor's expense, order from the title company a report on title to (or leasehold interest in) the Premises and a commitment for an owner's or lessee's (as applicable) policy of title insurance, Upon written notice from Grantor to Grantee and the title company that title is acceptable, the title company shall deliver to Grantor the deed or lease executed by Grantee, together with the owner's or lessee's (as applicable) policy of title insurance, against payment by Grantor of the purchase price (which shall include payment of any costs, fees, expenses, documentary, transfer and like taxes required to paid by Grantor), as such allocation of costs, fees and expenses may be set forth in the Offer, less any earnest money, Thereafter, the title company shall deliver to Grantee the purchase price required by the Offer less the amount of any liens accepted by Grantor and less the amount of any and all costs, fees, expenses, documentary, transfer and like taxes required to paid by Grantee as set forth in the Offer. Taxes and rent will be prorated as of the date of delivery of the deed (or the assignment of lease, as applicable) from the title company to the Grantor. Upon receipt from Grantor of written notice that the title is not acceptable, Grantee shall use commercially reasonable efforts to cure such title objections by the closing, including, without limitation, insuring against or providing a bond or suitable escrow for, any lien or other encumbrance that represents a liquidated amount or sum of money, No objection shall be made to any encumbrance that was set forth as a permitted encumbrance for the Premises in the deed from Grantor to Grantee. In no case shall Grantee be required to convey any interest in the Premises greater than the interest it is vested in, If Grantee is unable to cure the title to Grantor's satisfaction, Grantor may elect not to purchase the Premises, in which case the title company shall return the deed (or assignment of lease) to Grantee, and the earnest money to Grantor. If Grantor elects to not exercise its Right of First Refusal for any reason, Grantee may -7- sell the Premises under the terms described in the notice of the Offer provided to Grantor, Any proposed sale of the Premises under different terms than those described in such notice of the Offer is subject to the Right of First Refusal provisions described herein. This Right of First Refusal shall not apply to (i) Grantee's sale of a Premises to an affiliate of Grantee or to a Third-Party, provided, as part of such transaction Grantee concurrently leases back and operates such Premises from the affiliate or Third-Party or (ii) any sale or lease of a Premises to an affiliate of Grantee, 1999472.3 -8- \0 City of Wheat Ridge Commercial Sign PERMIT - 061214 PERMIT NO, ,JOB ADDRESS, DESCRIPTION, 061214 3805 KIPLING ST repl. existing ISSUED, EXPIRES, sign on front +add one sign over south entry 12/14/2006 *** CONTACTS *** gc 303/375-9933 owner 602/728-4850 01-7248 Young Electric Sign Co Circle K ** PARCEL INFO ZONE CODE, SUBDIVISION, ** C-1 UA USE, BLOCK/LOT#, UA 0/ Permit Fee Plan Review Fee Total Valuation Use Tax ** TOTAL ** ESTIMATED FEES 108.30 70.40 .00 51.30 230,00 PROJECT VALUATION, 2,850.00 ** FEE SUMMARY ** Ifi~~] Comments: MR: sign on north side of building not permitted Electrical must meet 2002 NEC Must meet 110 MPH 3 second wind gusts Subject to field inspection sed by this permit application are accurate, and do not violate applicable e City 0 wheat Ridge or covenants, easements or restrictions of record; that all ade are ccurate; that I have read and agree to abide by all conditions printed on this ility for compliance with the Wheat Ridge Building Code (l.B.C) and all other under~"s,,;;r~t, Plans subject to field inspection, date 1. This permit was issued in accordance with the pro~isions set forth in your application and is subject to the laws of the State of Colorado and to the zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. 3. If this permit expires, a new permit may be acquired for a fee of one~half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review bject to field ctions. INSPECTION REQUEST LI REQUESTS MUST BE MADE BY date Signature of BUILDING OFFICE, (303) 235-2855 DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge Community Development Department MINOR BUILDING PERMIT APPUCATION Property Owner: Cl.ltcle I{ -:;"nD'-"" Property Address: '38oS'" ",p I,.... :) Contractor License No.: n -z..y B Company: y6W-> ~ f. ~ ~-..a.\C. Sl"l.o..,) Co ..~~ WH'. ' 1', ~ " - " u ~ f'r5L OR~'Oo {A~ f)0-u~bA 1t) Building Permit Number: Date: Phone: (f.o~ ..,;z.8~"I8~o Phone:~'i) "l7S-'icU~ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinanCes, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.G) and all other applicable Wheat Ridge Ordinances, for work under this pe . Plans subject to field inspection. DATE h/'/~ DATE /2--1, loCI> Buildino Dept. Valuation Figure: $ 2&S'Z) Value:$ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ (OWNER)(CONTRACTOR): SIGNED ~ EriC gQJv..><\ (OWNER)(~NTRACT~R):PRINTED Use of Space (description): Description of work: ?eJ>I"'~ f!-I-o:."" 0\),3 18.75:'''' Al:lI) t:l~ ~""'"' Sq. Ft. addeel " CJ.... J:JU.....r , OSter" Go -"") \. .....~4 ".,c..... ,>"..,. e~ e,..o..c."'- E.....~""'c~ u.~~.r C~"'oJ, BUILDING DEPARTMENT USE ONLY SIC: Sq,Ft: ONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval; IRE DEPARTMENT COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: Company: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approvai: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City, (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the buiiding authorized is suspended or abandoned for a period of 180 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been orwill be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job, (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, ruie or regulation. All plan review 'is subject to field inspections. Chief Building Official Freestandina Sian Calculation Sheet You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage, Contractor: You are allowed 1 freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. ~l~ Step 1: Determine the square footage of the building: Building size (in square feet): (This will be inserted in the formula below) Step 2: Complete the appropriate allowable signage formula: If the building is 0 - 1,500 square feet in size, you are allowed a 35 square foot sign. If the building is 1,501 - 5,000 square feet in size, complete the following: 1- 1,501 = I I + 50 = + 35 = I I Building size Allowed sign size If the building is 5,001 - 50,000 square feet in size, complete the following: 1- 5,001 = I I + 500 = I 1+ 100 = I I Allowed sign size Building size If the building is 50,000 + square feet in size, complete the following: 1+ 1,000 = I I + 190 = I Allowed sign size 1- 50,001 =1 Building size The "allowed sign size" may be placed on each side of the freestanding sign. D Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. Continued on back Wall Sic!" Calculation Sheet You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. - Project Address: '3805' t<:l~~N~ Contractor: yt!1....~ €ltc'l--Q.\~ S'''iJ.)Co You are allowed 1 square foot of signage for every 1 linear foot of wall to which you are attaching a sign. All wall signs must be adjacent to a street or major interior drive. Step 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - '15 feet ~LI' Wall 2- ...., feet us' Wa1l3- ..., feet Step 2: The length of the wall is the allowable square footage for the wall sign. Wall 1 allowable sign age- Wall 2 allowable sign age- Wall 3 allowable signage- <is" ;;1"'1 'is" square feet square feet square feet Site Plan (o.~ j~ ~,' I.C. s'>ra(~ .- IN .{M, ~ W. ~<cs'e 4ve - r r DID. 8IIUl FnmIage 28lI __8Ir8ll \,~':)"e>T ~ 8 ~ /i.-J-c. ( (S~ F .re"'''''''''t!") !:\bt:> .r'>'" "'" '?'...~''f.Z'-~ " S\'1""'~ c,.)<'A 't:...,~AN""'::> '-\>-I~J-. C'.Cl"NO!>~ €jlt" ..~ .I'D "'14 ...;;. r 1 6...... t!""...,~ 3 "'/ISb, ~ ___-:"':r__ . ~.....II' ;a "'ll 'IS ' _.-~..._- ~ p,,,;>lAc.e f ,16T1}"~ Slj;0 ~ f ! t- O \'( V ~ VI ~ % - - A - ~ 8ampIItb PIll VXilO' 48' ,,",1_ docIII ", Cnpylla 24'xSl' I'tclllla 4Il' ~ I I : &l ~ T ... CIRCLE K SIGN SURVEY SITEP 1- t;::,jl SlDII # 1:;\01,0 . ~ Addl888-"!, 60'5':...,.1<"" \~ '3 StatelZip. ~ ~... ~~. Co ~ ! 30" CABINET SIZE- FRONT VIEW (1 EA.) ILLUMINATED WALL SIGN SCALE: N.T.S. """"""''''''''=''S~''''- INSTALL SHIPPED IN DISPLAY (SUPPLY 8'.0' ELECTRICAL WHIP). EXISTING FASCIA WILL BE PAINTED WHITE BY OTHERS. -~ --.1: ! , i 30 II CABINET SIZE ii '..' ~ t II .j .,. SIDE VIEW ""'" . ~ ~jg."-~ ~.. tm I CONCEPTUAL VIEW OF SIGNAGE N.T.S. rg YOUNG -I ELECTRIC . SIGN l:lSSCO. COMPANY Denver Division 3770 Joliet Street Denver. CD 8D239 303.375.9933 303.375.91111F01 www.yesco.com Address: 3805 KIPLING WHEAT RIDGE. COLORADO Landlord Approval: Tenant Approval: NOTE: UNLESS OTHERWISE NOTED, ELECTRICAL RUNS OR FINAL ELECTRICAL HOOKUP CHARGES ARE NOT INCLUDED. ILLUMINATED DISPLAYS WILL BE WIRED FOR 120 VOLT POWER UNLESS OTHERWISE INDICATED. 1.-.--.............--....1 cnus DRlVUG WAS ClEATBl TO ASSIST YOU. V1SUWZIIIB DUll NlIPDSALTHEtlIII8tIIALIIWHEIEIIDETlEPlDPEIITY OF YDUIIl B.B:TIIIC 11111 COMpm,pElIMISllOlTO copy DR REVlSETIISOUWIIIllCIJIOlLYIEDBTAlIEDTHRUAWJIf1lEJI AllIlEEMEITWlTHYEKO. SEEYDUlSAIUIlEPtiSElTATlVEOR CAl1TREIEAIlESTDmtEDfYOUIllEllCTRlCIIIlICOIIPAIY. DESIGN#: 06948.' Pial: Of; 1 I I 1 Circle K# 120190- 3805 Kiplingl Wheatridge East elevation ]1 I I North entrance South entrance Mar, 28, 2006 2:41PM WHEAT RIDGE FIRE DISTRICT No. 7646 P. 2 WHEAT RIDGE FIRE PROTECTION DISTRICT PO Box 507 . 3880 UPHAM STRE:E:T . WHEAT RIDGE, COLORADO 80034-0507 CGRS Inc. 303-40305900' FAX 303-94()'()35~~RG Eric Manning P.D.Box 1489 Ft. Collins, Colo. 80522 Re: 3805 Kipling Street, Fuel Station remodel. The following requirements are made under the 2003 International Fire Code adopted by the Fire Board of the Wheat Ridge Fire Protection Dislrict and the City Council of the City of Wheat Ridge, Colorado. DEMOLmON: 1. Any use of trash dumpsters shall be greater than 20 feet to any structure. 2. All exit paths shall remain clear of construction materials. 3. Fire Lanes shall remain clear at all times of construction. This includes but not limited to the alley behind this structure. 4. An emergency phone shall be on site during all consttuct:ioB. (Cell phone will substitute for land line.) 5. Emergency contact numbers will be posted 00 the front door during construction. 6. Required keys will be given to the Fire District for access to the tenant space. Said keys will be placed in the Knox Box located at the site. 7. A Fire Extinguisher with a minimum rating of 2A-4OBC shall be within 10 feet of all "Har WORK" operations. 8. The electrical box and the gas meter servicing 1his tenant sbaIl be clearly marked with the unit number. 9. Any and all construetion shall be <mhrnitt~ to the city and the FiN Dislrict for permitting. CONSTRUCTION: 1. Fire extineni!lhers with a minimum rating of 2A-40BC shall be mounted wilbin 75 :feet of travel distanc:e.. 2. The Fire Hydmab serving this site sbaIl be completed and in service befu..... constDA:tion of the 1aDks or1he- site is to begin. 3. AU fire lanes sbaIl remain clear of construction equipment at all times. 4. The site shall he secured at night with required fencing. Mar.28. 2006 2:42PM WHEAT RIDGE FIRE DISTRICT No. 7646 P. 3 5. Emergency Fuel Shutoff valves shall be within 100 feet but greater than 20 feet from the fuel dispensers. 6. Supervision of dispensing by aQUALIFIED. attendant at all times. 7. Dispensmg devices shall be in clear view of the attendant at aU. times. ~oos shall oot bepennitt.ed between the dispensing stations and- the attendant. 8. Communications sbalI be supplied. fGr- the attendant and. the peI'SOOS at the dispensing statioos. 9. Sigas shall. be posted as fuUows; .. IN CASE OF FIRE, SP.ILL, OR RELEASE . USE EMEROENCY PUMP-SHUT OFF .. REPORT THE ACCIDENT ~ . .. WHEAT RIDGE FIRE DIAL #- ~ll .. FACILITY ADDRESS: 380SKiplingStreet 10-. WamiBg sigas shall be posted : ... It is illegallHl4daDgeroUS t& rdl uRsppnwed C:ODtaiRers with fuet. ... Sm&kiBg. ispF9hillited. .. . TJIe. eDgiBe shall be-shBt off dttriBg.t_ refueIiBg pnK . Portable contaiDers shaD Dot be Moo whUe located inside the truBk, "'-"'1!Bger eoJDpHtae8t or tnKk bed ef a v-Wa, ll.lnventory records shall be available at all times for Fire District inspection. 12.Plans shall be submitted to the Fire District for the required fire alarm system. 13. All requirements shall be addressed prior to any inspections being scheduled. 14.Sign shall be posted on the tank.vent tubes ''NO SMOKING WITIIIN 50 FEET". Contact me at the Fire District with any questions. Revie~bY~._ ,? pl ~~V~ DOuglaS J. Saba Fire Marshall Assistant Chief City of Wheat Ridge Commercial Electric PERMIT - 060127 PERMIT NO, JOB ADDRESS, DESCRIPTION: 060127 3805 KIPLING ST Repipe electrical to gas ISSUED: EXPIRES: dispensers 03/22/2006 09/22/2007 *** CONTACTS *** gc 970/493-7785 owner Eric Hick, Joby Adam 06-0019 CGRS Inc. She 11 ** PARCEL INFO ** ZONE CODE: UA SUBDIVISION: UA USE: BLOCK/LOT#: UA 0/ Permit Fee Plan Review Fee Total Valuation Use Tax ** TOTAL ** ESTIMATED FEES 235.70 153.21 .00 179.10 568.01 PROJECT VALUATION: 9,950.00 ** FEE SUMMARY ** ~ Comments: Must comply w/ 2002 NEC. Subject to field inspection. Conduit to be placed 24" below grade. Reg. Ifdanger electricalll strip I' below grade. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and llegat ons made are accurate; that I have read and agree to abide by all conditions printed on this application and that ass ull responsibility faT compliance with the Wheat Ridge Building Code (r.B.c) and all other applicable Wheat R' s, for work. under this permit. Plans subject to field inspection. Signature of contractor/owner ~o "" date 1. This permit was issued in ccordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire if (A) the work authorized is not commenced within sixty (50) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. 3. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid fOT a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an ap r of, lation of the provisions of the building codes or any other ordinance, law, rule or regulation. rev' subject field inspections. date INSPECTION REQUEST LINE: (303)234-5933 BUILDING OFFICE, (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. "~~ ~H'.r 1', ~ 0 - " u ~ C'OLORP-QO COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - 3D3-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 8DD33 - (303-235-2855) APPLICATION Building Permit Number: Date: Property Owner: 5"e-~ 0: I f'r.:>dvc-h Property Address: 38 oS 1< f 1 ""Ij Contractor License No.: Phone: Company:c G- f.. S 4=Y\C.. Phone: Q70-'j'i'3- lIdO OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I Buildino DeDt. Valuation Figure: $1. 9stJ. o(} I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.G) and all other applicable Wheat Ridge Ordinances. for work under this permit. Plans subject to field inspection. Value: $ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total: $ (OWNER)(CONTRACTOR): SIGNED ~.c..c---- /' (OWNER)(CONTRACTOR):PRINTED ~"'.Y'/\"" A \I~ V\ DATE 3..:liJ ,06 DATE) ').o-Of> Use of Space (description): (')"cu 5i<;T',,^ I}escription of work: "',~..p; pc- e lec"\ ;c <, \ lb cl.'s f"""w.s Sq. Ft. added BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: IRE DEPARTMENT COMMENTS: Approval: Electrical License No: Company: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (90) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector r.venty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review is subject to field inspections. 000 '-A. WA~J.., ~V"'n+5 F' c: c: ,. 1.. 3. ( ---..---- ----- Gl <0 <0 I n.... 11...00- n~UOo- / A A A / I 0 0 0 \ // I -...--- ./ \lL. JHUtl 'P,..t"", __ ___J I Cr;nC., ( 4.(. (S) <D @ (. ,,-" t.." ..j. , I I \ ) ..c-- (,14'1'1'1 C.I,,~n' ell""f! ("/,,..."' Bv>/J',''3 f ~ ..::: ~ 0 0 0 0 OliO :\(~ , ! --- ----- .E.. ~ --, 1),C\fr"s'~ s DI~'1''''5cr ~ ! ~I ..-N- ~i ----- ------ ----..-- ______ _" ______L_____J LEGEND Shell #120190 D Anode o Vapor Return --- w --- Water Line 3805 Kipling A 0 [~ Wheat Ridge, CO g Automatic Tank Gauge ---5----- Sewer F V Vent Riser L-_J I Date: ')-/5-0(, Fill Riser 0 -E--- Electrical Site No. 10601 . / g Monitoring Well 1 inch = '2.0 ft. CGRS @ Sub Pump ----T--- Telephone - Prepared by: E In H MW _ DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: 14798 Date: 11/14/02 Property Owner: TEXACO/SHELL Property Address: 3805 KIPLING ST Contractor License No.: 18647 Company: Carlton Electric, Inc. OWNER/CONTRACTOR SIGNATURE F UNDERSTANDING AND AGREEMENT Phone: 303-722-5742 Phone: 722 5472 (OWNER)(CONTRACTOR) SIGNED DATE Total: $800.00 $32.65 $0.00 $9.60 $42.25 Description : ed by this permit application are accurate. and la os of the City of Wheat Ridge or all measurements shown, and allegations ide by all conditions printed on this mpliance with the Wheat Ridge Building e ordinances, for work under this permit. Construction Value: Permit Fee: Plan Review Fee: Use Tax: 1 hereby certify that the setback distances pro do not violate applicable ordinances, rules r covenants, easements or restrictions c made are accurate; that I have re a application, and that I assume f respo Code (U.B.C.) and all other ap icable Use: WORK ON CANOPY TO CHANGE FROM TEXACO TO SHELL (SIGN BUILDING DEPARTMENT USE ONLY SIC: Sq. Ft.: Approval: OKlMLC _I Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) (2) (3) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This pennit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one.half the amount nonnally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proc Oing with successive phases of the job. Th s n7ffle f a it or the approval of drawings and specifications shall not be construed to be a pennit for, nor an approval of, any violation of the isi s 0 ing codes or any other ordinance, taw, rule or regulation. ,.~ Chief Building.'inspector (4) (5) (6) DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215. Building Permit Number: Date: Property Owner: "l~AAe0/S/lell Property Address: 38"D~ /Cipll~ Contractor License No.: 18(P if 7 Company: (}Arlk,.J Y /~J.n c.... Phone: Phone :30J.?>> -S7yJ Construction Value: Permit Fee: Plan Review Fee: Use Tax: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT ] hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Whe:;t Ridge or covenants, easements or restrictions of record: that all measurements shown, and allegations made are accurate; that 1 have read and a ree to abide by all conditions printed on this application, and that I assume full respo ibility for complian with the Wheat Ridge Building Code (U.B.C.) d.nd all other applicable ea .,Id~ ;>:?an '. for work under Ihl. permit. (OWNER)(CONTRACTOR) SIGNED C 1" 't DATE I!-/'/-o,).. Description: 1:f1-ec.Ir/cf;>./ C<.J.:r/z- Gv-J Lhr-'Oflj 1D -r &..{>c() 1D S'H~11 (" SrCrI-' s I BUILDING DEPARTMENT USE ONLY Total: gc,~~ 3 a05 CUo() Ltd..d.S licr-\ C'AA/'J,J-e. SIC: Sq. Ft.: Z~J;omm~ntS] Approval: Zoning: BmrB~CommentS;] Approval: F.Ul5liClWPfKS"~\;oommeJ1~~ Approval: Occupancy: Walls: Roof: Stories: Residential Units: Plumbing License No : Company: Mechanical License No : Company: Electrical License No : /f16'i7 Company: {'I'<r!/c-J f:;(-ec/n c.. Expiration Date: d/J!/O 3 Approval: fill lP.1a:IT.SlRe1f!!!J'.e1I.l!I!!Il Expiration Date: Approval: = E!~B!lf!:!lted- Expiration Date: Approval: II ~Ia1'iS';R!'QUl~_ (') (5) (5) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the Stale of Colorado and to the Zoning Regulations and Building Code of VVheat Ridge. Colorado or any ot~r applicable ordinances of the City. This permit shall expire If (A) the worX authon.zed is not commenced within sirty (50) days from issue dale or (B) the building authorized is suspended or abandoned for a period of 120 da)'s. tf this permit expires. a new permit may be acquired for a f~ of one-half the amount normally required. provided no c.hanges have been or will be made in the original plans and specifications and any suspension Of abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1l year. full fees shall be paid for a new permit No wol1r. of any manner shall be done that will change the nalural flow of waler causing a drainage problem. Contractor $hall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive writlen approval on inspection card before proceediing with successive phases of the/'Ob, The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval 0(. any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. (1l (2) P) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 14761 11/4/02 Property Owner: EQUILON ENTERPRISES Property Address: 3805 KIPLING ST Contractor License No. : 21445 Company: Sign Shop Illuminated LId OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Phone: 423-8434 Phone: 719-573-1567 Total: $8,500.00 $167.25 $0.00 $102.00 $269.25 I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full respons' . ity for comRlian ith the Wheat Ridge Building Code (U.B.C.) and all other applicable t Rid e na e for under this permit. (OWNER)(CONTRACTOR) SIGNE DATEI/Y"k- Construction Value: Permit Fee: Plan Review Fee: Use Tax: Use: Description: A. REFACE EXISTING FREESTANDING SIGN. B. INSTALL 3 "SHELL" CANOPY SIGNS - 19" X 8'. C. INSTALL "FOOD MART" L TRS ON BLDG ENTERANCE (VINYL L TRS). 10"X32". D. CAR WASH 9".4'-9" VINYL L TRS. (SAME AS ORIGINAL PERMIT # 13879) BUILDING DEPARTMENT USE ONLY 1b]IIBI"- Approval: MLC Zoning: C-1 SIC: Sq. Ft.: COMPLIES WI SIGN CODE ~ IID__ 5/16/02 Approval: BG _,_ Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Gode of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before yj' 9~ith su sive phases of the job. (6) su n it or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the p . i s of e u. i r other ordinance, law, rule or regulation. , Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) APPLICATION Property Owner: &q~ ~~ Property Address: "b'ls'o.5 y:.."(J ~ I LJ ~ Contractor License No.: ^\'1"\~ Company:-iN..., ~ () ~ ~' WHE:~r." -'- / ~ " - " v ~ CO( OR p...'iP Building Permit Number: Date: Phone: <tD"t./d-J..56"''iSc6~ Phone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements orrestrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance "With the Wheat Ridge ::::~;::,~"",.,q~ "'oo."'"~ ~_.,_ (OWNER)(CONTRACTOR), SIGNED I" . DATE 11/'1/ ~ DESCRIPTION: (l,.Lur....J (2e~ e.t<~~ b'pvU S~. 'I-V1.~l8kJl ~ltn8 ~~IJf5., .J?J\~ ,---, d' 9" /tll~"",'~l.)IJt~ .;-'Fitt.i.~r" ~~ ~;T'. ~"{/S ~~ Construction Value:$ )',~.at> Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: Occupancy: WaTTs: Roof: Stories: Residential Units: ETectrical License No: Company: PTumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: ApprovaT: (1) This pennit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned fOf a period of 120 days. (3) If this permit expires, a new pennit may be acquired fOf a fee of one-half the amount nonhally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance ofa permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 14555 9/30/02 Property Owner: EQUILON ENTERPRISES Property Address: 3805 KIPLING ST Contractor License No.: 19755 Company: The Deer Creek Corp Phone: Phone: 762 1925 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: Permit Fee: Plan Review Fee: Use Tax: Total: $18,000.00 $293.25 $0.00 $216.00 $509.25 I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that 1 have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable W at Ridge . neBS, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE 9--.&:J . Description: NEW CANOPY FASCIA OVER EXISTING /NEW BUILDING FASCIA OVER EXISTING/NEW RED ILLUMINATED LIGHT BAND BUILDING DEPARTMENT USE ONLY -- Approval: Zoning: SIC: Sq. Ft.: _.-.' --g "~!"MIB!f~ Approval: BG ...--- Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: 18647 Company :Carlton Electric, Inc. Expiration Date: 2/28/03 Approval: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the Slate of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned fOf a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one~half the amount nonnally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The issuance of a permit approvalo rawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the bull' cod s r ordinance, law, rule or regulation. DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) APPLICATION Property Owner: Ef....' , "''1 En Te r/,ntr::iP2.- Property Address: .:S 1!fC).s- i<- If 17 :J Contractor License No: I '1. ') .>S:\ 1/ Company: T~ !;;;;:<-cvC::V"-e-e II.... Building Penuit Number: Date: I '-/<; 5 S Phone: Cor:.pt:>-ra.k'01Phone.) ()~?6? -If~ OWNERJCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: IJ3CN>(/. 0- () Permit Fee: Plan Review Fee: TT~p: T~v. Total: I hearby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this applications and that I assume full responsibility for compliance w. Wheat Ridge Building Code (D.B.C) and all other applicable Wheat Ridge Or anees, for k under this permit. (OWNERXCONlRACTOR): SI ~ DATEPJrJ Description: f/.e w L6...J1.. Of r I="cJC /0... () v-e V- e~ r'.S 7; 'Ct /.1{) -C tV blA.;[~'hY &-JC ,'It. tJere-r- -€20:J/ /';/ /A/-e. 0 i2.~p\. ;1;;'''''rJ~f(~1 L f'-C, (-r- ~ ,I. BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: gl!ij~Q~~~ Approval: Zoning: mill!iiiljj~~~ Approval: ..........."...........-.....,........................ .!~wiiil@!il$i1ii~~~: Approval: Occupancy: Walls: Roof: Stories: Residential Uuits: Electrical License No: I;; 6 '17 Company: C'f'h/l"n eko. Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances ofllie City (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires. a new permit may be acquired for a fee of one-half the amount nonn.ally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for anew pennit (4) No work of any manner shall be done that will change the natural flow of water cllUSing a drainage problem. (5) Contractor shall notifY the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a p=it for, nor an approval of, any violation of the provisions of the building codes or atrj other ordinance, law, rule or regulation. d~~~spector Service Station and Car Wash Prepare existing panels to receive new finishes. Paint existing panels and install vinyl decals fLlrnished by owner. Pump Canopy Install/overlay new fascia on all four sides of the canopy Pump (type: ) Contractor to install pump re-imaging kit. Including topper and decals furnished by owner. Primary Sign Re-face existing sign or install new sign if required. Electrical Contractor to review electrical requirements prior to beginning work and notify the owner's representative immediately if existing capacity is not adequate Owner furnished items Fascia and light bar materials. All signage. All pump cladding, all vinyl graphics/decals, and all amenities including: trash receptacles, signage cabinets, etc. N i _~~_"~_____"_______~___~_____~v___ , : l__.___TrarmIlell ~~owComp~~y ___: Texaco to Shell RVI Conversion Permitting Worksheet 3805 Kipling S1. Wheat Ridge, CO 80033-4122 N i 1. All dimensions are approximate and require field verification 2. All work to be in accordance with local, state, and federal laws having jurisdiction. 3. Contractor shall maintain owner's business operations and safeguard the public's safety against harm from contractor negligence throughout the entire construction period. 4. Contractor shall be responsible for on-site review of existing conditions, in order to determine any and all necessary demolition, removal, or material preparation. 5. Existing mechanical/electrical/structural systems or components to be retained or re-used shall be inspected by the contractor for integrity and suitability for re-use. Defective or deficient systems and/or components shall be replaced. 6.Contractor shall not alter modify or cut existing structural members and or components without the consent of the architect/engineer. 7. Contractor shall promptly dispose of demolished materials. Do not allow demolished materials to accumulate on site. Contractor to transport all demolished materials off owner's property and legally dispose of them. 8. Contractor shall clean all adjacent surfaces and areas of dust, dirt, and debris caused by demolition operations. 9. Contractor to verify property line and right of way line locations before proceeding with construction. iJ= --...[, >.. 'II ..I.rr. 1 II II II i.1 I_ . .~~4~ve_ >. IJj, __ ':.....I:' VI/41st L. e . . r l' .-."" Ik I 'I ~ II. If .llMI"rrmOY" ""1' "4G\J;lj . I 11 .. /F' jljlllfJ;~ll III!I~ !rll~"AvJf ~8UU1 " ,1000'''4<00., Au, ., 11 .~>>.. >. >. .. COST CENTER 120190 RVI LEVEL 2 ESTIMA TED PERMIT COSTS DA TE PERMIT APP. FILED PROJECTED APPROVAL DATE ACTUAL APPROVAL DATE NAME/CONTACT Auxano Inc. Liem Tran EMAIL Liem. Tran@Auxanollc.com 3805 Kipling 81. Wheat Ridge, CO 80033-4122 TCC PROGRAM MANAGER Dawn Spillane DRAWN BY DATE 7/02/02 SCALE ~STORAGESHED ~,-"~"" SIDD'fJ>lK(TYP.) Ci>fl WASH E)(IT c..o.R WASH $ CAR WASH ENmmcE KEY S = Shell logotype NL = Non-illuminated panel IL = Illuminated light bar P = Paint NP = Do not paint L = Replace canopy deck lights RL = Relamp existing canopy deck lights CHlOPY 6UWI~G IL 5 1 CANOPY WDTii IL 5 .... IL NOTES: I ""'..,,, ENTRA.NCE IL 5 PROPOSED SHEll SIGN LOCATIONS {TYP.Of.3) 25 u r::: z " ____"____"__L_:~_::_~~~ Key item shown inside canopy represents existing conditions; outside, proposed conditions. Canopy fascia on level 2 has the raised illuminated bar on at ieast 2 sides. -t ~ ~ ~Gu@DD ~". ~ / /9,68<< T)-pi<<ll ./ N t w "to 8~ NEW MULTI-COLORED ACI\I (ALPOLlG) SKIN. FULL HEIGHT OF FASCIA. ~ ~ " ~~ ~g ~ ~w E!.~ NEW Rl\ISED ILLUMINATED RED EtAR. SEE DETAIL IIIJ lHlS PAGE. ~~ ~I e~ . ~ '" N II " III"'" I ' II I " ,,' II ,,' II ---'-, ---- F---~ ~---- I~""-~, I I STRUCTURE "- III ", ~- 1-- -\v-- I I J L:. l19' Tn:".cof / Sca1e:3/4-_/'.O' COST CENTER 120190 RVI LEVEL 2 GENERAL NOTES D Illumination allowed o Non-illuminated allowed D No change allowed o Other SITE ADDRESS 3805 Kipling St. Wheat Ridge, CO 80033-4122 TCC PROGRAM MANAGER Dawn Spillane DRAWN BY DATE 7/02/02 SCALE .~ , .~ r 44' 6~ 23' 4~ Food Mart r r Before RVI 10 , ;., he" WINDOWS (TYP.) ., 0,. ~ jo . o ., ;., r f:! '" , BRICK SIDING 0 '" I " SIDEWALK (TYP.) After RVI Shell 47 0 44' 6" [2] ENTRJl.NCE GAS PUMPS (TYP.) CANOPY COST CENTER 120190 RVI LEVEL 2 GENERAL NOTES o Painting color change allowed o Fascia change allowed o Addition of portico allowed o No change allowed o Other SITE ADDRESS 3805 Kipling SI. Wheat Ridge, CO 80033-4122 TCC PROGRAM MANAGER Dawn Spillane DRAWN BY DATE 7/02/02 SCALE COST CENTER 120190 RVI LEVEL 2 GENERAL NOTES D Painting color change allowed D Fascia change allowed Before RVI D Addition of portico allowed D No change allowed D Other SITE ADDRESS 3805 Kipling St. Wheat Ridge, CO 80033-4122 TCC PROGRAM MANAGER Dawn Spillane DRAWN BY DATE 7/02/02 SCALE After RVI DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 13879 5/17/02 Property Owner: EQUILON ENTERPRISES Property Address: 3805 KIPLING ST Contractor License No. : 18033 Company: Gordon Sign Co. Phone: 423-8434 Phone: 6296121 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: Permit Fee: Plan Review Fee: Use Tax: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all c itians printed on this application, and that I assume full responsibili for camp oane ith the Wheat Ridge Building Code (U.B.C.) and all other applicable W idge ord' for work under th~rmitf (OWNER)(CONTRACTOR) SIGNED DATE '1 U J LJ=; Use: Total: $8,500.00 $167.25 $0.00 $102.00 $269.25 Description: A. REFACE EXISTING FREESTANDING SIGN. B. INSTALL THREE(3) "SHELL" CANOPY SIGNS - 19" X 8'. C. INSTALL "FOOD MART" LETTERS ON BUILDING ENTERANCE (VINYL LETTERS) 10"X32". D. CAR WASH - 9" X 4'-9" VINYL LETTERS BUILDING DEPARTMENT USE Walls: Sq. Ft.: -- Approval: MLC Zoning: C-1 -- Approval: BG Ifi2&~ Approval: Occupancy: Roof' Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (4) (5) (6) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causing a drainage problem Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediin with successive phases of the job. The iss . ~~r the approval of drawings and specifications shall not be co"stwed to be a permit for. nor a" approval of. any violatio" of the pro .. s th77,! ;Odes or any other ordinance, law, rule or regulation. Chi~f'-~Uilding In'C (1) (2) (3) DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) APPLlCA nON Building Permit Number: Date: Property Owner: G?vr'/O'1 G7n-krpriS"-S: Property Address: >'ii'o> K'p/,itJ LJite<<1-,js"- ,.C'D <70033 Contractor License No.: ,'{ 0 J 3 Company: C,ocd Q'l '-\; r- Phone: J DS '(23'6<(-3 'f Phone: 3c~ 6z-1 61~1l< 2-t.l O\V1'o'ERlCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREE.\lDIT Construction Value: Z500 '!!fl Permit Fee: Plan Review Fee: Use Ta'C: Total: I htteby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, roles or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements sho....n. and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C) d all other applicable Wheat Ridge Ordinances, for work under this permit (OW>o'ERXCO~"fRACTORJSIGNED DATE f)'(, '3 (0 z.. DeScriPI1~ ({t<.~ e...,.s-t"U Fru..rWI:J 5_,_ @ I,,~fr<.ll +hr~~C?) ~$heU \, ("-"OF''j /XtI.S- \'lu X ]\" CD \'"s+c..II"Fc;od rAo-pl- \' u.f-b-j 0-"- 1-o<A.\'IJ\'''j e"-\-rc.,,t'1-- (...fl'''-( I 10" x.32-" @ eM VJOS'-- - '1 If X l{ t.. r 'f Jr'rt';1/ L.+w-s BUILDING DEPARTMENT USE ONLY t~\tQS '1s;qr. ('oM.. '\ Ltr.s) Occupancy: Walls: Roof: q.Ft.: ,(~ ~/.'r: ...,'<2')1 A. ,'I'p::.~q \..':" '7.. '-'/"/ (\ '41-. '/ kc:--, . (i ~ (() K.s <?b;> ZONING COMMENTS: "'^ \ ct Approval: \I u: Zoning: f/ - \ BU;LDING COMMENfI Approval: 6 ,. .,/1 ~/,,;z. PUBLIC WORKS COMMENTS: Approval: Stories: Electrical License No: Company: Plumbing License Ko: Company: Mechanical License Ko: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval : (1) This permit was issued in accordance with the provisions set forth in your ~plication and is subject to the laws of the Sta~ :;;f Colorado and to the: Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other appli~lc: ordinances of the City. (2) This permit mall expire if (A) the work authorized is not commenced wilhiI: si.'tty (60) days from issue date: or (B) the buildi::!i authorized is suspc:ndedor abandoned for a period of 120 days (3) If this permit expires, a new permit may be acquired tor a fee of one-half tl:: amount norrr.ally required., provided no d".anges have been or will b<: made in the original plans and speciJications and any suspension or abandorunent has r.ct eX/,:eede:d one (I) year. Ifchanges have ~en or iisuspension or abandonment exeeeds one (1) year, full fees shall be paid for a new permit (4) No werk oi any manner shall be: done that will change the natutal flow of wate:: :ausing a drainage problem (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for aU inspections and shall receive writL::n apFw,al on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifIcations shall not be construed to be: a permit tor, not ;m apffOVal oC 1\llY violation of the provisions of the: building codes or any other ordinance, law, rule or regulatioI1- j~/, '~~P Chief Building In ector , - . CANOPY', lc I Shell n .loG d1 I ,., <C-4'-S- . ~(0 23'-4- r"~'" 'j' ~CANOP'f SUPPORT COLUMN 0 d.,at III '<~ ~ :" 'j' FoM Mart I " WINDOWS (lYP.) :<! I I I I ~ lc ~GAS PUMPS (lYP.) , . V-BRlCK SIDING ~ ~ , "- /0DEWAlJ< (m'.) GRAPHIC SCAlE 10'-8' 0 10'-8- fi\ EAST CANOPY & BUILDING ELEVATION ~ I I \Jg/ ~ 3/32- ".1'-0- SCAI.Eo 3/32' = 1'-0' GRAPHIC SCAlE (b,l. 8 0 8 ..-txISTlNG SIGN f>l...rt-<<- (,tr5. ~ I I ~ ~ ttXACO TO SHElL t /CMroPf SCAI.Eo 1/8' = 1'-0' ')I 1-- reF..oe O\st-rhS I'd. .(0(" il1 r f'r~~5fov'J '':3 ;;,'- ly \;), .\D(, \IJ I Shell Car WaItt , SCOPE: RVI CONVERSION LEVEL 2 ;., :r- 47-6 (J)~~ "''''''''' 0,000 - #' 6- P~''''O.OOO APPLY NEW SKIN WITH PRE-FINISHED 6 1/2" WHITE rP~NT \1.1). AT THE BOTTOM, FOlLOWED BY 29 1/2' Y-illOW AND "'. 0.000 THE REMAINING TOP WHITE. . PII!rnUn ~' 'j' 0 1'< "'. 'j' , - ~ " .' 'I I PAC>:"GE ISSUED FOR EXTERIOR MODIFlCA1l0N ONLY I :!! I f.. f :" .. /EXISTlNG SUPPORT I 10 '-" ~ , "- Theile drawings and apoecifJCOtions ore the cooiiderrl:iol Clnd .q' proprietary property of EquivQ SarviC$ll I..LC C1nd shall not be copied, reprodvced, ("'sdose<!, or u9&d without Equivo Services . u..c's written mrthorizlT.ion. They ore intended as contract ENTRAN:=1 ~WINDOY/S (TYP.) .. doeumenu for use on this 5~ifie project in COI'IjlJnction with its. issue dote and ore not suitable for use on 0 different projecl: or at 0 later dote. GAS PUl.!?S (TYP.) f2\ SOUTH CANOPY & @ Equivo Services ue. All Rights Reserved 2000 BUILDING ELEVATION \J:;bJ SCo\J...E. 3/32- - '"-0. (4\ PRIMARY SIGN ELEVATION . \gJ SCALE 1/B. - 1'-0- 1 48'-0. r 43' g. 0 04/29/02 ISSUED FOR REVIEW CTW AN /PAlNT L-<\l-e('s @ D EQUILCN . Shell -.-.......... 10 I 1,31 dJ , -.i v\',,-yl I Car Wash D M5TIvA D " ... Texaco ::r--".",........ ~]y~ 12700 Northborough Drive '- Houston TX 77067-2508 'j' 02k IH02J~ ;"00 BRICK SIOING (rYP-) APPROVALS ~ n AUXANO I CAR WASH ENTRANCE " DISTRICT t.IANAGER ~ .lJ'llls.r.w,","",_~ AFlEA lECHNICAL ~ 7332 VAANA STREET /SlDEWAlK . N. HOllYWOOD, CA 91605 tr TERMINAl.. MANAGER ~ SCAlfC II PROJECT #: """"EER AS NOTED 120190 \...AIR '--WINDOWS (TYP) "'-VACUUN ELEVATIONS GRAPHIC SCALE . 8 0 8 ~ I I 3805 KIPLING m EAST CAR WASH ELEVATION WHEAT RIDGE, CO 80033 \gJ SCoI>J...E 1/B"- 1'-0" SC"'-" 1/8' = 1'-0: DATE: ~ I DRAWN: REOUESTED BY: PAGE: I AUXANO NO,. 0+-29-02 CTW B9/EOUIVA A2 2210-12 PHONES ~STORAGE SHED ~TRASH ENCLOSURE CAR WASH EXIT CAR WASH ~ CAR WASH ENTRANCE CURB (TYP.) CANOPY BUILDIN !j i3 ~ SIDEWALK (TYP.) 5 o , ~ ( 38TH AVENUE TRUE NORTH 1 31'-6" CANOPl' WIDTH i . (' It {=GO J f'!\.,.r1- SC'? r- SCOPE: RVI CONVERSION LEVEL 2 ^ \J r Z Cl APPLY NEW SKIN WITH PRE-FINISHED 6 1/2" WHITE AT THE BOTTOM. FOLLOWED BY 29 1/2" YELLOW ANO THE REMAINING TOP WHITE. PACKAGE ISSUED FOR EXTERIOR MODIFICATION ONLY ENTRANCE ROPOSED SHELL SIGN LOCATlONS (TYP. OF 3) These drawings and spe,:ificotions ore the confidential and proprietary property of Equiva Service~ Ll.C and shaD not be copiitd, reproduced. disclosBd. or used withoLl1: Equiva ServiCfl LtC's written authorization. They ore intended os controd documents far use on this specific project in conjunction with its isaue date and are not suitable for use on 0 different project or at 0 later dote. @ Equivo Services LLC. All Rights Reserved 2000 ~ 0 04/29/02 ISSUED FOR REVlEW CTW A,JV D E~..!I:2.~ . Shell ---- D MOTIVA D Texaco ::r-'........ '=!..- <?^(s-h~ 5(1.r-- EQUIVA _.."vta_'-UI 12700 Northborough Drive Houston TX 77067-2508 APPROVALS DISTRICT I.IANAGER AUXANO .,.--~-~ 7332 VARNA SlREEr N. HOLLYWOOD, CA 91605 N~ ~ AREA. TECHNICAL M.6.Nol.GER _'HAL OVERALL SITE PIAN SCALE: NOT TO SCALE: ENGINEER SCAJ.E, PROJECT H' I>S NOTED 120190 OVERALL SITE PLAN 1 Al 3805 KIPLING WHEAT RIDGE, CO 80033 AUXANO NO. 2210-12 I, DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 13125 11/15/01 Property Owner: EQUILlON LLC Property Address: 3805 KIPLING ST Contractor License No.: 18581 Company: Denver Sign Systems, Inc. Phone: 793-5521 Phone: 295 2090 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction ValLie: Permit Fee: Plan Review Fee: Use Tax: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat i~.I9f ordinan , for work under thiS]Pl"rmit, _ . (OWNER)(CONTRACTOR) SIGNED 'l., DATE _ r..::lf ' Total: $1,400.00 $15.00 $0.00 $21.00 $36.00 Use: Description: WE WILL ADD NEW SIGN CAN TO TEXACO CAR WASH BUILDING AND REPLACE EXISTING CAN UNDERNEATH MAID 10 SIGN ON PYLON SIGN W/2 CANS BUILDING DEPARTMENT USE ONLY ....... Approval: MP Zoning: C-1 SIC: Sq. Ft.: OKAY, FACE CHANGE IIIIlIIIlIIIBII Approval: BG 11/14/01 SIGN MUST BE U.L. LISTED Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem, (5) Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) T issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the ro ision 0 building codes or any other ordinance, law, rule or regulation. Oct-29-01 02:22P DEVREVFAX I . DEPARTMENT OF PLANNING AND DEVELC PMENT BUILDING INSPECTION LINE - 303-234-!~ 33 CITY OF WHEAT lUDGE 7500 WEsT 29TH AVENUE WHEAT lUDGE, CO 80215. (303-235.285!) APPUCA.l70N 303 235 2857 P.02 ~~ ~- . BuUdir.g Permit Number: Da.te: Property Own.r: e3" '"' , ... I doJ L-L c.. Property Address: 31/ (J S'. ;::.. t f'L I N 'i :S" Contractor Lioelllle N9.: I p~ I . Company: "(ItI1Cl4... ~1" -G<-I-1i1 ./l OWNlllllCOrmu..CT01l. SIGNA1'l1RIt OF ==ANl>lNG ANI> ACll.E!MINr Phone: (~...j 'f-tt ';) - 5''' ~ I Phone: )0) -..JCij=- 2190 1 h...by oe~ 'lhat tho setb&e:1t <!in1l1... propmd by this pOItllit appllC&lion .,.' ""''''''''1114 do IlOt violato appU...le ordinll1CO', rul., or reliu1ations of1he Cily of Wheat llfcl&e or covenants. ease-menU or re.strictlom ofrecot~ that III measu:reme::nU sb.o'M1, walleg.tiOD! made Il;e aceuratej t11.It I havo road lAd .acrI:C 1:0 .bide: by 111 ..oditiollJ printtd O. this appU.atlon II1d thai I assume 1lIU ....-po..lbillty. for COmpUIIl1Cll with the Wheat Ridee Buildins Cod. (U .B.C) and III other I{lpU...l. Wheall'.ldl" Ordlnanceo, for worl< UI1dor this pennil. (oWN1!3l(CONI1A.Cl'OR):sroNI!D <ta ~ OAnl/oh,/., ~f!o ,........ De.toription: W€- ~11.L. !>.;-oO ^IE-v SU"", c..AJoJ 1"'0 -re~LO ~..,..ntt ,...,...","'" APO fLE-P<.Ar-CtG' E-"q~'liNt. c,J4.N l.A"'D~""5-t'ln Mft..IP ~D "'/4..v ON . fYLtJ/V t>IGt~ lAJ/.......CA;A.U. Co~ction Value: Permit Fee: Plan Review Fee: Use Tax: Total: [}-/OD. BUILDING DEPARTMENT US:, ONLY Occupancy: Walls: R.qof: '% <1/ l/.1 1._ 10/_ Q\ .~ ~ ;( r) .' ,.. '-//,. . \... . v '<'(),\ /}7'~~ V r Ie;, ("'" "T..1/~~ ~,/ /~ ZONING COMMINTS: AD ~ Approval: ('If c> K<--J I e.. . ZolJ,ing: c.. - \ ck.. "'5 <:., BUILOING COlolMINTS: Approva.l: /I/i'flot t.. ,-, "'~IfS ....'IlIt.p v,l.. /ide/ PUBLIC WOI\K' COMMeNTS: Approval: Stori.~ . Blectrica.1 Licelllle No: Compmy: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: ~ (I) (I) (3) nil pecm!t wu tuned in I.COOnWloe with the ptCIwiOOl .ot forth In yovr IppllcatiOr. lAa I.' IIlbject to tbo ~IW' ,,(the S~ of Colon-:So and ta tho ZO::Wlg 1lo1Ull.liou Uld!lJilIbrCodol ot"W'hcatlUdp, Colorado or mY otb.crsppllcablo ordiD. :.ON otth. CU:).'. "nWpermitsh.allexpin:lf(A) the work 1Utb.od:d 11 not;cmmel:l.GOd within t!xty (60) Ct '!~om.luue 4u. Ot'~) the buillilnrau.thorize<l.ill NIp~ecl.or 'abwiotlsd. far . period of 120 d.lya. lftbil pcab: exp1rt", antW perm.l.tmay beq\l.in:d for.. fee oC'ana-h&J.ftlu am01.Ult=r.::z :illy required. provided 1l,O oh&c.p, b..... 'be~ or will. oemadc ~ tbeori,mll. pl~ W 'P1cf4ce.t!oQ,1AC &4Y llUP6l1IiOlLot abu.d.cA=.flQ.tb.u Il.Gtftc..&sd I': ..(1) Y.U. If clwI.rel 11&....0 bun or i!ruspcuioll. 0(' ,btdo~ct noeodJ OM (1) yev. tU!.1 fea Wll btplidbr &l:l.IIW pcmil N; ww.k of. Ul)' mamw- ahall b6 4otl.o ~u wiU ohanao ~tl A'tunll1ow ofwmr r.auMf'~ :t:raiD,p probLem. Comn.c::.tordWlAQtifYthdl~rup.ctQrt\lt'=ty..f'ourC14) !l.o'm m ,cl.VID.,:e for.nlAo1p~ tiO!l.1 anli.tb.a.U 1Ilcelv.wd.tteo. "~Q"I\.l o.o.l:nspeetic:c. card before prcceecimr with Jll.couri..,. phUtII otth.e Job. . ne. br.tQco or. ~tQrtbo ~pMvll ordn.winpQd rpsc.i4c..ti.om ahaUa.ot be COt.J :nJed. to ba .. pe:mit for, !:IorUl. &~ronl ot. any~o1&ticu oftb." ptovisiou of tM \)Qll . I =0.111 or IUlY o't!lcr ~~~ b.w. Nle Ql :-'IUi'~oa . (I) (l) (I) II 5 II Deep ......,,,.....^,,C",.-r= lA..l G- t,.Jl (,....\..- ~ t5f4)rU .I. ~~ s ~I-t* tEILI?"T"I- pJ~L.'J 'A-~ 5 z-a.s-!' l. 't I' &W c;l~tJ C,M~ e:: tJ (..1<!1- vJ^~ Ot-J ~t.\' t.- tlt'" (., ~ "::f II . i - ~-z:;-~ - - - - --- Overall Description for 3805 Kipling We will add Star Finish Car Wash sign can to car wash building in place of existing vinyl on building (12' high). Then we will replace existing pylon sign can underneath main identification can on pylon sign. / DEPARTMENT OF PLANNING AND DEVELOPMENT . BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 12777 9/12/01 Property Owner: Property Address: 3805 KIPLING ST Contractor License No.: 18647 Company: Carlton Electric, Inc. OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Phone: 423-8434 Phone: 722 5472 (OWNER)(CONTRACTOR) SIGNE DATE Total: $8,000.00 $153.25 $0.00 $120.00 $273.25 Construction Value: Permit Fee: Plan Review Fee: Use Tax: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge m i ances for work under this permit. , " Use: Description: REMOVE & REPLACE THE CAR WASH MACHING FOR FIBERGLASSING BAY BUILDING DEPARTMENT USE ONLY SIC: Sq. Fl.: ~ Approval: .~ Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : 18647 Company :Carlton Electric, Inc. Expiration Date: 2/28/03 Approval: OK/KS PILlmbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: 1~l (6) This permit was issued in accordance with the provisions set forth in yopur application and is sUbject to the laws of the State of Colorado and to the Zoning Regulations and Buildin';! Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This permit shall expire If (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or If suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall .b~ done that will change the natural f1a:w of water causin~ a dra!nage problem. .. .. Contractor shall notify the BUlldmg Insfector twenty-four (24) hours In advance for all Inspections and shall receive written approval on Inspection card before proceediing with successive phases 0 thel'ob. The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of t 'Iding codes or any other ordinance, law, rule or regulation. (1) (2) (3) DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number: BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date: r-//-oj 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: ~~ C) Property Address: 3;;;06 K,pIJ""';:, S-I- Contractor License No.: /gr.:, if? Company: (lAr-I)c'" &1ee}.n c. Phone :.5CY3' -<1ds - 21st( Phone: 303.. 7J-;1-5 7'/.). Construction Value: Permit Fee: Plan Review Fee: Use Tax: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations orthe City of \^/he..! Ridge or covenants, easements or restrictions of record; that all measurements shown. and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application. and that I assume fun respon . ility for compliance wit the Wheal Ridge Building Code (U.B.C.) a.nd all other applicable at ,~ ordin nees, r work under this permit. (OWNER)(CONTRACTOR) SIGNED ?A - DATE t?1.?-<-/ Description: (( e ,-love. + R ep/Ac.,.r '1N e &r- uJ",~J. Total: /'1t>.c/lt--'rr /2r 4ers/""ss'--'S bPf BUILDING DEPARTMENT USE ONLY SIC: Sq. Ft.: ZO@i9'"~ommentS] Approval: Zoning: BiTIlai~CommentS:] Approval: p-alil~KS~\;;Omme!l~~ Approval: Occupancy: Walls: Roof: Stories: Residential Units: Plumbing License No : Company: Mechanical License No : Company: Electrical License No: 1'8" f 7 Company: tJ,...//'.J &7-ec/r,c.. Expiration Date: Approval: RI rela]lStRe[Q)f.@JI!.llII Expiration Dale: Approval: l!!!I EJ~f3.!CrnltedlDl!l Expiration Date: Approval: a !f..IaI1S:.R~J:!CI_ (') (5) (6) This permit was issued in accordance with the provisions set forth in yopur application ilnd is subjed 10 the laws of the Stale of Colorctdo and 10 \tie Zoning Regulations and Building Code of Wheat Ridge. Colorctdo or any other applicable ordinances of the City. This permit shall expire If (A) the work authonzed is not commenced within sixty (50) cays from issue dale or (B) the building authori.zed is suspended or abandoned for a period of '20 da)'s. If this permit expires, a new pennlt may be aCQuired fOf a f~ of one-half the amount normally required, provided no changes have been Ol" will be made in the original plans and specifications and any suspension or abandonment has nol exct'eO~ one (1) year, If changes are made or if suspension or abandonment exceeds one (1) year, fuU fees shall be paid for a new permit No work of any manner shall be done ttlat will change L"Ie natural flow of waler causing a drainage problem, Contractor $.hall notify the Building Inspector twenty-four (24) hours in ad....ance lor all inspections and shall receive wrinen approval on inspection card before proceediing with successive phases of thel'Ob. The issuance of a permit or the approval 0 drawings and specifications shall not be construed 10 be a permil for, nor an approval of, any violation of Itle pro....isions of Itle building codes or any other ordinance, law, rule Of'regulation. (1) (2) (3) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-593324 HOURS PRIOR TO INSPECTION ""1'\1 . ~,'./.. ..,:,. "" ~, 5i"c".i:F"" ,~l;l~~~'''9''i'!'\I~r,I~.(!'i'''li,':.'',!!;I',~J,IlJOll~WIIIf!l,'~;1<.'',!''~JiIW1>1:J!llll':~~~~"'i i. .J' 'DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number: 2824 BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date: 3/28/96 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: TEXACO REFINING & MARKETING INC Property Address: 3B05 KIPLING ST Contractor License No.: 18309 Company: H & E Electric Phone: Phone: 7811510 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction ValUB : Pennit Fee : Plan Review Fee : Use Tax: I hereby certify that the setback dI8t8"'* propoeed ~ thII pennR 8IlIlIIc8IIon "" ICCUro\e, one! do not vlololo oppIicoblo 0Rfin0n_. ruIos or reg1!/ollona of the C'ity of Whoot RIcIgo or ccwenlnta, "_ or floIblctlona of 11lClllll; _ IR ""'IIUromonta ahown, 100 llIlIgotIona modo II'IICCUrote; _I hlVl"od~"OO to _=oR condltIona Drintod on !hla oppllcotJon, 100 !hIt I _umo fUR for nee with the Wheot RIdgo Building CQde (U.B.C.) Ind IR Olhor IppIIcobIo _ Idgo on! _, lor wort< undor!hili ponnll (OWNERXCONTRACTOR) SIGNEF-PAA~..~~.hA DATE :5-;?fPt6 Description: WIRE REPLACEMENT CAR WASH AND AIR COMPRESSOR Total: $2,000.00 $45.00 $0.00 $30.00 $75.00 BUILDING DEPARTMENT USE ONLY Approval: Occupancy : Walls: Roof: Stories : Residential Units : Electrical License No : ComJlany : Plumbing License No : Company: Mechanical License No : Company: Expiration Date : Approval: . Expiration Date : Approval: . Expiration Date : Approval: . (I) ThIs ponnIt _ _In _101 with tho ~ lOt faf1h In yopur.P!>IICBIk>n _ Is sutJjocllD tho _ 01 tho Stolo 0I~ ond lD tho ZonIng ___CocIeol__, CCIGIIdoorony__onIIl1IIICIIoftho CIty. (2) ThIi ponnIt ahalf oxpIro R 1A1 tho _ _Is not COITIITIOlICId wIthlit sixty (80) dIlya lnlm Iasuo _ or (8) tho building _Is ___ or _fora poriodoft20e (3) "tllIs ponnIt IllIlRI. . ... _ be ocquIrod 1or.1eo 01_ tho omount normoIIy roquIrod, _ no __ hive _ or will be _In tho orIgInoIplona_.......,.,. _ony_or_hoS not_ano (1)_. ll__.._orW.......-.or_ldoI.,_.1 _...(II_,6llI__bejlaldtbr...._ (~l No _oIq __ ~.....thIt wII chon\J!Ilho - _of_CIUIlng. cInIInogo ~ (0 ~lhiIlnotllythollulldlng 1naooClor-.tl'"",",(24) houroln_lorlllll1lpocllonlond_ __--'on ~CIl'd_ wtth "-III r 1 """* CJh8Mt of the Job. (0) . pormIlor'" __ ofdlowlngl and 8Il"lIlclltiona _ notbe_lD be. permit lor, nor on --' of,ony _01 tho pIOVisIon8 01 :W--,Iow,ruIoorlljpJlltlon. ef Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR CALL: 234-5933 24 HOURS PRIOR TO INSPECnON Iltcl DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION. 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH A VENUE WHEAT RIDGE, CO 80215 Building Permit Number: Date: -d/h/Yy Property Owner: Property Address: Contractor License No. : /(:>;>09 Company: #-f & b/fF,nl/~ (a, TB"'/.!+0 fZe-r-- -rJlil'ffF 3&>,;.).{' !t-ipll,Hf-l Phone: '-f Z, ;; - E'y ~ </ /AI~_. Phone: 7?/-/,(/o OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value: ;)6OCJ~. Permit Fee: If j-w (OWNER)(CONTRACTOR) SIGNED DescrIption: ().fi(cf rbf!Ik@It1~.ifT elf-II- tUlfr.jf I hereby certify that the setback distances proposed by this permit application are accurate. and do not violate applicable orcUnances. rules or regUlations of the City of Wheat Ridge or covenants. easements or restndions of record: that all measurements shown. ana allegatIons made are accurate: that I have read and agree to abide by all conditions pnnted on this application. and that I assume full responsibility for compuance with the Wheat Ridge Building Code (U.B.C.) and all other applicable heat Ridge orOln nees. for work under thIs permIt. -- DATE ]In!76 "If- Ii /r L Mtjlf'.9:-Sctl- Use Tax: ;3u'ctJ Total:'li'7f~. BUILDING DEPARTMENT USE ONLY ~t}l . ~I' ~,.. Approval : Zoning: :r.I. . .'u ~ Approval: PQ.I1~~~ommtil:l1ll:: Approval: Occupancy. Walls: Roof: Stories: Residential Units: Plumbing license No : Company: Mechamcal license No : Company: Electrical License No : /J;;09 Company l1+-e &fllfcr;2/c 0 jAI~- Expiration Date: d/~/Y7 Approval : ..J (PJlns~u!recI~ Expiration Date: Approval: m .. P/WhsRequlred- J Expiration Date : Approval: .. ~IlJriRI.a (1) (2) (3) This permIt was ISSUed m accordance With the provISIons set forth In yopur appllcabon and IS subject to the laws of the State of Colorado and to the Zoning Regulations and BUlldmg Code of VVheat Ridge, Colorado or any otner a!)pllcable oralnances of the City This permrt shall expire If (AI the work authonzea IS not commenceo wltnln SIXty (60) days from Issue date or (B) the building authonzea is suspended or abandoneo lor a paned of 120 days. If this permIt exprres, a new pennlt may be aCQuired for a fee of one-half the amount nonnally reQUired. proVIded no changes have been or will be made in tne original plans and Specifications and any SUSDenSlon or aDandonment has no! exceeoed one (1) year. If changes are made or if suspenSion or aoandonment exceeds one (1) year. full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causmg a drainage problem. Contractor snail notIfy the BUlldmg Inspector Menty-four (24) hours In advance lor alllnspectlons and shall receive wntten approval on inspectron carO before proceedllng With successive onases of the Job. The issuance of a permIt or me approval of draWings and sPeClficatlons shail nol be construed to be a permIt for. nor an approval of, any violabon of the provisions of the buildmg codes or any other ordmance. law. (\lIe or regUlation. (4) (5) (6) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDUIIG INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION