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5272 Quail Street
-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: 3r �a, 5 cti / Job Address: Permit Number: ❑ No one available for inspection: Time<`�TQPM Re -Inspection requiredYeso When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE _1�9rBuilding Inspection DIVision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 0,�? $P --'C7- ?P54y,-!�- ❑ No one available for inspection: Time �cjPM Re -Inspection required: Yes �N� o When corrections h/tvvee been made, call for re -inspection at 303-234-5933 Date: % ( Inspector: 1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 2371-8929 Fax '10c),, �k, 6 L#nE_\) lrS EC�TION NOTICE Inspection Type: Job Address: Permit Number: 4D �J (, r (=. L - {-u . ,4 sti a (. \ u", (_ V- ❑ 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: �-' I i`� Inspector: ®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 I PE TI0I$N0TIQE ,macHtp Inspection Type: Job Address:��— Permit Number:�i�'T, �ti4No 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: 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:L4 (23 Job Address: Permit Number: C)26 ~l ❑ No one available for inspection: Time _SAM/PM Re -Inspection required: Yes Noa When corrections have been made, call for re -inspection at 303-234-5933 Date lnspectc: DO NOT REMQV8 THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax r INSPECTION NOTICE Inspection Type: DeL j Lj r"N Job Address: , d a i at,r 5 Permit Number: 2 C) 1 ` 0 r ❑ No one available for inspection: Time i`,`"i ` AM/PM Re -Inspection required: Yes iNor When corrections have been made, call for re -inspection at 303 -234 - Date:— I 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: r Job Address: PermitNumber: ❑ No one available for inspection: Time 1 1 AM/PM Re -Inspection required: ,Yes/ No 1, f When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 -Date: d Inspector: "r f 1 i DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE V, _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 506 -1 Job Address: Permit Number: ❑ No one available for inspection: Time SAM/PM Re -Inspection required: Yes When corrections have been made, call f� re -inspection at 303234-5933 Date: //�-I�//4 Inspectq.r: DO NOT REMOVE THIS NOTICE Ai -'7 i CITY OF WHEAT RIDGE i�9"7Building Inspection Division - (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 301- RU'04, Job Address: '7_2 7 2 Qwdl -r-► Permit Number: 2®1602- 6A Fra &.., Ir ❑ No one available for inspection: TimeAM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: I 2 �% r� Inspector: bane, ,,v� it 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:, 111 E A A:W F91313PR12,10f� Job Address: Permit Number: �LG' 1 M ❑ No one available for ins ction: Time % AM/PM Re -Inspection required: Ye No, When corrections have been made, call for re -inspection at 303-234-5933 Date: �� lCi Inspector: t DO NOT REMOVE THIS NOTICE City of Wheat Midge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291' Ave. F: 303.237.8929 November 1, 2018 Owner/Occupant 5272 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201705873 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — November 29 — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 291h Avenue in Wheat Ridge. Cordially, Kim Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www. c i. wheatridge. c o. us City of W heat Ridge COMNIT MUY DEVELOPMENT www.ci.wheatridge.co.us i CITY OF WHEAT RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: D tel ' �) �'�� �� ��� 0 Job Address: Sam o3�- Permit Number: -'DO I-9 o- 7 g IU rhAf Z_"�CAc tt/n e,` lits/Ile G e ti -f-, r= d ❑ No one available for inspection: Time P/PM Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 o a s l Inspector: l DO NOT REMOVE THIS NOTICE City of Wheat Ridge Homeowner Basement Finish PERMIT - 201802678 PERMIT NO: 201802678 ISSUED: 10/22/2018 JOB ADDRESS: 5272 Quail St EXPIRES: 10/22/2019 JOB DESCRIPTION: Build out 2 bedrooms, 1 bathroom, and great room; 1,400 sq ft total *** CONTACTS *** OWNER (720)507-1711 BEGLEY JENNIFER D & JUSTIN SUB (720)550-2228 Travis Arbogast 180302 An Affordable Plumber SUB (303)356-9493 Craig Ferguson 180318 Metro Allied Contractors LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee ** TOTAL ** *** COMMENTS *** ESTIMATED PROJECT VALUATION FEES 0.00 399.46 835.38 614.55 1,849.39 39,780.00 *** CONDITIONS *** All roughs to be done at Framing Inspection. I, the property owner, by my signature, attest that I currently reside at the project property, intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers. If professionals are hired, those contractors are licensed with the City of Wheat Ridge and are listed on the permit. Consultations and inspections will only be performed with the homeowner of record present. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION City of Wheat Ridge Homeowner Basement Finish PERMIT - 201802678 201802678 ISSUED: 10/22/2018 5272 Quail St EXPIRES: 10/22/2019 Build out 2 bedrooms, 1 bathroom, and great room; 1,400 sq ft total 1, 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 an t t all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. (/ v, ` �, Signahu of ER or CONTRACTOR (Circle one) 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 pefmit 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 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. ce 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 code or any prdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chiff Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of �h at- edge C'0Ni �r rrr L ev �l'011 V..N r. Building & Inspection Services Division 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permitsCbci.wheatridge.co.us FOR OFFICE USE ONLY Date: V� Plan/Permit # � 0 /I Plan Review Fee: g� Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: S 2--7 t I Property Owner (please print): JVS11.V1 3 Property Owner Email: 1 ' 6&3 I { m Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: City of Wheat Ridge License #: Contractor E-mail Address: Phone: Phone: L.JI� )� dr,(- 0033 Phone: For Plan Review Questions & Comments (please print): ? �- CONTACT NAME (please print): V N3 Phone: CONTACT EMAIL(please print):_ Sub Contractors (Must provide Wheat Ridge Licens o.): ,` Electrical: Kr -f -m A(tt-eJ C6vi fVwd-W--5 Plumbing: Aw, , A - clot- P(uw•Lechanical: W.R. City License # I �0 3 is W.R. City License # 1,8()30-2_ W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # ❑ 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✓ yV,. k� c�(� p ro ,%Q vla.{'t.,�1 ��C7 st t -A -e --aCC -F a '-fuvl� .tet I S %d �G w;i 1l `� Wtvid oWs , p!'vvh%I ►'J in ✓� �W '�00� . TV-vrOV&) 1v m.+- v-iYln 2- 6d iwo 1" 5 W1 A— W dw kjS �G«/ c Gt� �aw Ps�'�$f CP/�I S� J, r e-I"'t C_ i 0, I Ile o -LAA dJ a,C)) e d Code, �Q I vw• to I � �'o c� (,i - r Commercial Projects Only: Occupancy Type: Construction Type: Sq. FULF Amps BTUs Squares Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ )--Ur0()O 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) ON C ) (AU ZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: Printed Name: DEPARTMENT USE ONLY ZONINGCOMMMENTS: 00 AQV¢w.#,L_ �V/�_ ►i• ...,/�I1 OCCUPANCY CLASSIFICATION: � CONSTRUCTION TYPE: Reviewer. BUILDING DEPA ENT COM ENTS: Reviewer PUBLIC WORKS COMMENTS: Reviewer: 1,3z.p a) 1,2zo# S& C1400 S� 0 CR" SAI9 ) P Building Division Valuation: ✓ / t L City of 9orw h6, at igle COMMUNITY DEVELOPMENT Official Certification of Property Owner Permit THIS IS TO CERTIFY that I, the property owner, by my signature, attest that I currently reside at the project property, or intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers, or, if hiring sub -contractors, list them on the permit. Consultations and inspections will only be performed with the homeowner of record present at the project property. Property Owner(s): L) VN Project Property: 2-7.2— Project Type:tA Notarized signat7'f App cant, cr State of Colorado } County of ss The foregoing instrument was acknowledged by me this day of Oc�DL-- , 20 1 by TAMARA D ODEAN NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20164015481 MY COMMISSION EXPIRES APRIL 22, 2020 � My Commission Expires —AiZD20_Ze) Notary Public CitV of 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-, WO. K- � Permit k - General Contractor.—A-Lopw 0 W, ,A -e- Electrical Sub -Contractor Company Name: State License #: Phone #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date I Plumbing Sub -Contractor —1 Company Name. A/V AJ--e-uCZOOLC,- QL< Phone #: 7;20 - 4j-�O - State License 4:-k, . 000 36o-- Master #: 00/�9�59 Wheat Ridge License #: /�C73t73, _(required field) Signature of Author ed Agent Date Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date City of W h&, at 1 '10 C CCOMMMUNiTy 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. IJJnll(( ��11 Project Address: 26_Z-72-- Q Jai Permit #: ill 1 , lJ General Contractor: _,0yJ Vp- 1- I Electrical Sub -Contractor I Company Name: Ai'41-6 0,'e'e ,/ Ca14+2id6Phone #: `%Z0 - State License #: 'CC, 0 ��� Master #: M E, 002 ` Wheat 'Ridge `cense#• /10 311 (required field) altC.0 } A i� c Signature of Authorized Agent Date j Plumbing Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Mechanical Contractor Date Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date ♦��4' V1 City of Or Wh6atde COMMUNITY DEVELOPMENT Rev. 9/1/10 PROJECT ADDRESS: �2� Z- Qwc,,, ( ��` How to Use this Guide Provide two 2 sets of plans and complete the following: 1. Review this Building Guide — Review the requirements set forth in this guide for submittal and compliance with applicable codes. 2. Provide 2 Floor Plans — one existing floor plan, one proposed, two copies of each, minimum 11" x 17" in size, drawn to scale, indicating room sizes and types. Identify furnace, water heater, plumbing fixtures, electrical outlets, lights, smoke and carbon monoxide detectors, and windows, including size and type, and any other pertinent information. 3. Fill out a Building Permit Application. The majority of permit applications are processed in 1 to 2 weeks. The submitted documents will help determine if the project is in compliance with building safety codes, zoning ordinances and other applicable laws. Reviewed and approved plans and permit must accompany this document on site throughout project Wheat Ridge Building Department Approved BUILDING OFFICIAL DATE validity of pemrit: The issuance of a permit or approval of plans, specifications and computations shall not be a permit for, or an approval of, any violation to any, of the provisions of the [wilding code or of any City ordinances. permits presuming to give ardtwrity to violate or rancel the provisions of the Bnlldlnn codes or other ordinances of the City shall not be valid. This handout is intended to accommodate projects constructed under the 2012 International Residential Code. It is not intended to cover all code requirements or circumstances. Check with the City of Wheat Ridge Community Development Department for additional requirements. htt://www.ci.wheatrid e.co.us Sample Floor Plan L x3 ;n4ti �=Nal --- 36 - 42 x°o rAN,It-y ` amin o `. a N _ y---------- I MOM — IMOM UriFIN iS FI E tFTC� R G tr .ty V) MSN. s PROJECT ADDRESS: SZ� Z aucu ( S-6. FLOOR PLAN REQUIREMENTS: 1. Submit two (2) complete sets of required information, including plans and equipment specifications. 2. Provide two (2) copies of floor plans, drawn to scale, a minimum of 11" x 17", with room dimensions and use indicated. For basements that are currently partially finished, provide two (2) copies each of floor plan showing current condition and proposed new or altered condition. 3. Plans must show the layout and type of electrical outlets, lighting, smoke alarms and carbon monoxide detectors. Smoke alarms are required to be hard -wired and interconnected in new and existing bedrooms, halls and each level of the house unless removal of interior wall or ceiling coverings would be required. If removal of interior wall or ceiling coverings would be required, battery operated devices may be substituted. Carbon monoxide detectors may be hard -wired or battery powered and are required to be installed within fifteen (15) feet of each bedroom door in the residence. 4. Plans must show the location and size of all windows and identify emergency escape and rescue windows, including accompanying wells. Window sill height, ladder dimensions and clear space dimensions of wells is required to be listed. 5. Plans must show plumbing isometric and fixture unit count, and location of cleanouts and fixtures, including fixture spacing. 6. Plans must identify any modifications to the existing structural components such as walls, beams, posts and floor joists. 7. Plans must show methods for heating, cooling and ventilation of spaces to be finished. 8. Plans must indicate any area in basement where finished ceiling height is less than 7 feet 0 inches. 9. Asbestos report: Single -Family residential dwellings ("SFRD") — the trigger levels are: 50 linear feet on pipes; 32 square feet on other surfaces; of the volume equivalent of a 55 -gallon drum. A sample floor plan is shown on Page 1. Specific code requirements can be found on Page 3 of this document. PROJECT ADDRESS: S ITL— 1. Ceiling Helghts: if the finished ceiling wilt be less than T, please consult your Building Department_ 2. Emergency Escapes: All basements and sleeping rooms must have an emergency escape window or exterior door. Emergency escape windows with a sill height below grade must be provided with an emergency escape windowwell and ladder. (For emergency escape window and window well requirements, see page 4.) 3.Smake Alarms and Carbon Monoxide Detectors: Smoke al'arnws are required in all baserivents. If the finished basement contains a sleeeping room, a smoke alarm must be installed on the ceiling or wall in the sleeping room and in the hallway or area immediately outside of the sleeping room. Smoke alarms added to satisfy the above requirements must be hard-wired with battery backup, and interconnected with existing smoke alarms. Smoke alarms are required to be hardwired and interconnected in new and existing bedrooms., halts and on each level unless removal of interior wall or ceiling finishes would be required_ In this case.. battery operated devices are acceptable_ G,O. detectors are required within 15 ft outside of each bedroom. 4.. Feel Bftr1ring pllMUS: Fumaces and water heaters cannot be located in a bedroom or bathroom unless appliances are installed in a dedicated enclosure in which all combustion air is taken directly from outdoors, and a weather strapped solid Moor equipped with an approved self closing device is installed. If the furnace and water heater are being enclosed, adequate combustion air must be provided for these appliances to operate properly For maintenance purposes, a minimurn of 30 inches clear working space must be provided in front of furnaces and water heaters. Maintenance or removal of each appliance must ,*e possible without removing the other or disturbing walls, piping, valves, wiring and junction boxes, 5. Floated Walls: In areas subject to floor heaving, noir-bearing walls on basement floor slabs should be built to accommodate not less than 1-112 inches of floctrmovernent. A detail of atypical floated wall is included on Page 4 of this hand-out Drywall should be held to a minimum of 1 inch above the slab to allow ter movement. G. FlPehlockft Firetlocking must be installed in concealed spaces of wood-furred walls at the ceiling level; at 10-foot intervals along the length of the wall and at all interconnections of concealed vertical and horontat spaces such as intersection of stud walls and soffits or dropped ceilings_ .A detail of typical fireblocking is included on the following page of this handout- Fireblocks may be constructed of 1-1r2 inch lumber, 314 inch plywood or particle board, 112 inch gypsum board or fiberglass insulation 16 inches minimum in heigth, securely fastened. 7,. insWatlQR: A minimum of R-10 insulation is required on basement walls, A minimum of R-21 is required in floors above unconditioned spaces (crawl spaces, etc.). B. Space Under Stairs: If access to the area or .space under the basement stairs is provided for storage or other rises, the walls and ceiling of this enclosed space must be ptntected on the inside. 9,. Bathrooms: Toilets must be provided with a minimum of 21 inches in front of the toilet and 15 inches from the center of the toilet and any sidewwrall or other obstruction. Showers shalt have a minimum inside dimension of 900 square inches, capable of encompassing a 313 inch circle and be finished 72 inoses above the floor with non-absorbent materials. See Exception 2, P27G8.1'_ A ventilation fan is required in toilet rooms and bathrooms with unopenable w,wrind'omrs or windows with less than 1.5 5F of openable area. Fans must be vented to the exterior of the structure and may not terminate within 3 feet of an opening.. 10. Lighting & Veentilatitm: Lighting and ventilation are required for any finished portion of the basement. Contact your Building Department for specific requirements. The wilding Department staff can help you determine what is necessary to meet minimum safety Pequirelents PROJECT ADDRESS: Qvct.%,l "A Cf 0, tan rm,abon fjv,,#m#d sv ;o v r"'I calf app l sow _msulxe W Fr*oixk beer* grSh SARAP 2f Et" Rasidemal Code hw* foct Iltervas aorg Ile *Yj1h:�'Zoo wai,w1h -*WA wrt'K 4 Pkeb*d wr-ce3*J spaces &A ref *ails and sof'ts at I' irch g)pi-uT toard rail d °; war ands het 19tv, I o w , — "te fromm ftwo ot-;etq, F» i re man" gam an'op and bomm,, with m nwas *ov or fb"mm iw4w %ew �'A pemr*W waii 431 r3is vmy 24 r—ches toovo boV"", x *4 I�or ;4te, JI hces it, r cb.A,or A -4 -'s Premr� 7eled 2A �= fav arch ed to 'cor ss: ab Onfrgervv =v-" And Rescue w-=wwis -ruv prweo a " rimET area Qt 9 sure ret viris x -d suet trawndow to rkstlO AMI 40A A t' '4 ,Al ?44t ft bltatr4 trkmt wo of M, ms mr 5. ";v"'t *e ovahe� "" mss.*Jr --3 A S k 1* 9"It: of ru -,cre tlor 44 "�z es 3-na w wd siojo ft M,* W— F xampt#s of Comp4wV 14iot A -tits Cpenabo Y'ty- T rear C L Laddff of star ;er- !!ed to grx** n 'r, tine r rarer sl-ersr s, rkstlO AMI 40A A t' '4 ,Al ?44t ft bltatr4 trkmt wo of M, ms mr 5. ";v"'t *e ovahe� "" mss.*Jr --3 A S k 1* 9"It: of ru -,cre tlor 44 "�z es 3-na w wd siojo ft M,* W— F xampt#s of Comp4wV 14iot A -tits Cpenabo Y'ty- T rear C City of SEE ATTCHED SHEETS FOR ADDITIONAL REQUIREMENTS Wheatdge FOR THIS PROJECT COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 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 conditions to exist in violation of the codes of the City of Wheat Ridge Rough Framing and Wood Requirements 3 The complete rough inspection is to be made after the rough framing, rough electric, rough plumbing, and rough heat and ventilation are complete. The building should be fully enclosed with the roof covering and siding in place. 4 Protection from decay shall be provided in the following locations by the use of naturally durable wood or wood that is preservative treated in accordance with AWPA U1: (IRC R317) 5 Basements greater than 200 square feet and every sleeping room shall have at least one operable emergency and rescue opening or a door to the exterior. 6 Emergency escape and rescue openings shall meet the following requirements: A minimum clear width of 20 -inches, a minimum clear height of 24 -inches, with a total net clear opening of 5 square feet for grade level windows and 5.7 square feet for all others. A sill height of not more than 44 inches measured from the finished floor to the bottom of the clear opening. Window wells for emergency escape and rescue shall provide a minimum net area of 9 square feet with minimum horizontal projection and width of 36 -inches. The area of the widow well shall allow the emergency escape and rescue opening to fully open. (IRC R310) 7 Fire blocking shall be installed to cut off all concealed draft openings in the following locations: (IRC 302.11) A. In concealed spaces of stud walls and partitions, including furred spaces, vertically at the ceiling and floor levels, and at 10 -feet horizontal intervals. B, At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings, and cove ceilings. C. In openings around vents, pipes, ducts, cable, wires, chimneys, fireplaces, and similar openings that afford a passage for fire at ceiling and floor levels. D. In concealed spaces between stair stringers at the top and bottom of the run, and between studs in line with the run of the stairs at unfinished walls. 8 Ceiling heights for habitable rooms, hallways, bathrooms, toilet rooms, laundry rooms, and basements shall be a minimum of 7 -feet measured from the finished floor to the lowest projection of the ceiling. Non - habitable basements may have a ceiling height of 6 -feet, 8 -inches with clearance below beams and ducts of 6 -feet, 4- inches. Bathroom may have a ceiling height of 6 -feet, 8 -inches at the fixture front clearance area and over the fixture. (IRC R305.1) 9 All habitable rooms shall be provided with aggregate glazing area for natural light of not less than 8% of the floor area of such rooms. The glazed areas need not be installed in rooms where section (M1507) is satisfied and artificial light is provided at an average of 6 foot candles at a height of 30 inches. 10 Safety glazing shall be installed in the following hazardous locations and be permanently labeled as safety or tempered glazing: glazing panels in doors; glazing enclosing spas, bathtubs or showers; glazing panels adjacent and within 24 -inches of the edge of a door; glazing panels greater than 9 square feet within 18 -inches of the floor; glazing used for railings; glazing used for barriers for swimming pools and spas; and glazing enclosing stairways, landings, and ramps within 36 -inches horizontally of a walking surface. See the Boulder County Land (IRC R308) Heating and Ventilation Requirements 11 A Habitable rooms must be provided with outdoor openings for ventilation equal to at least 4% of the floor area and shall have heating facilities capable of maintaining 680 at 3 -feet above the floor and 2 -feet from exterior walls. B. The windows need not be openable in a room where an opening is not required to be an egress window and a mechanical ventilation system is capable of producing 0.35 air change per hour in that room, or a whole house mechanical ventilation system provides 15 cubic feet of outdoor air per minute. 12 Bathroom exhaust fans shall exhaust directly to the exterior and must be provided in bathrooms where windows of at least 3 square feet are not provided. The mechanical ventilation must be capable of providing an exhaust capacity of 50 cfm intermittent or 20 cfm continuous exhaust. (IRC R303.3, M1507.4) 13 Appliances and equipment shall be installed in accordance with the conditions of their listing. Manufacturer's installation instructions must be available at the time of the inspection. (IRC G2408.1, M1307.1, M1401.1,(M1902.2) 1.4 Appliances shall be accessible for inspection, service, repair and replacement without removing permanent construction. 30 -inches of working depth and width shall be provided in front of the control side of an appliance. (IRC M1305.1) 15 Combustion air is required for all liquid fuel, solid fuel and gas appliances. (IRC M1701.1, G2407) 16 Gas burning appliances may not be located in or obtain combustion air from: a sleeping room, bathroom, toilet room, or storage closet unless it is a direct vent appliance or installed in an enclosure that opens only into a bedroom or bathroom in and such enclosure is provided with a solid weather-stripped door, a self-closing device and all combustion air is taken from the outdoors. (IRC G2406.2) Electrical Requirements 17 All hot, neutral, and grounding conductors in electrical boxes shall be tied together with a mechanical connection at the time of rough inspection. 18 Recessed lighting fixtures must either be IC -rated or installed in a sealed box in which the insulation is at least 3 -inches from the light fixture. All recessed lights must be tightly sealed or gasketed to prevent air leakage through the fixture into the ceiling cavity. (IRC N1102.4.5) 19 Tamper -resistant Receptacle outlets are required in every kitchen, family room, dining room, living room, parlor, library, den, sunroom, bedroom, recreation room or similar dwelling areas spaced so that no point along the wall line exceeds 6 -feet from an outlet. (IRC E3901, E3902, and 4002.1-4002.14)A Counters 12 -inches in width or wider shall have receptacles placed no more than 20 -inches above the counter top and spaced so no point exceeds 24 -inches from an outlet. B Island and peninsula counters with a length at least 24 -inches and a width of 12 -inches or greater must be equipped with at least one outlet. C. At least one receptacle shall be installed in a bathroom within 36 -inches of each basin. D. A least one receptacle outlet must be installed in each laundry, basement, attached garage and detached garage with power. F. At least one receptacle outlet that is accessible while standing at grade level and located not more than6- feet, 6 -inches (1981 -mm) above grade, shall be installed outdoors at the front and back of each dwelling unit having direct access to grade. Balconies, decks, and porches that are accessible from inside of the dwelling unit and that have a usable area of 20 square feet. 1. Attics or crawlspaces containing equipment must be provided with at least one receptacle outlet within25-feet of the equipment. G. Hallways 10 -feet or more in length. 20 Two 20 -amp rated branch circuits shall serve receptacles in the kitchen, pantry, breakfast area, and dining area. At least one 20 -amp branch circuit shall supply bathroom receptacles and at least one 20 -amp branch circuit shall supply laundry. (IRC E3703.2, E3703.3, E3901) 21 Ground fault protection shall be provided on all 125 -volt, single phase, 15 and 20 -amp receptacles in the following locations: bathrooms, garages, unfinished grade level accessory buildings, at exterior locations, crawlspaces, unfinished basements, kitchen counters, within 6ft. of laundry, utility and wet bar sinks, boathouses, hydro massage, spa and hot tub locations. Receptacles must be in a readily accessible location. (IRCE3902, E3902.11) 22 Combination type Arc -Fault circuit interrupters must be installed on all 120 -volt 15 and 20 -amp branch circuit outlets in Receptacle outlets are required in every family room, dining room, living room, parlor, library, den, sunroom, bedroom, recreation room, hallway, closets, and similar dwelling areas. (IRC 3902.12) 23 Smoke alarms shall comply with UL 217. Smoke alarms are to be powered by the building's wiring operated light. (IRC E3903)with battery backup and shall be interconnected so the actuation of one alarm will activate all alarms in the dwelling unit. Smoke alarms shall be installed in the following locations: (IRC R314) A. In each sleeping room; B. Outside each sleeping area in the immediate vicinity of the bedrooms; and C. One on each additional story including basements. 24 Carbon Monoxide alarms are required in a single-family dwelling that has fuel -fired appliance(s), or a fireplace, or an attached garage. The alarm must be installed within 15 -feet of the entrance to each sleeping room. Must be listed by a nationally recognized, independent lab. Plugs into a dwelling's electrical outlet and has a battery backup. They may be combined with a smoke -detecting device if the combined device complies with applicable law. (IRC R315) 25 Working space must be provided around energized equipment for servicing and maintenance. The minimum dimensions shall not be less than 36 -inches in depth and 30 -inches in width in front of the equipment. Working space shall extend to at least 6 -feet, 6 -inches above the floor. (IRC E3405.2) 26 Electrical fixtures installed in wet or damp locations shall be installed so that water cannot enter or accumulate n wiring compartments or other electrical parts. Fixtures installed in wet locations must be labeled "suitable for wet locations". Fixtures installed in damp locations must be labeled "suitable for damp locations" or "suitable for wet locations". Switches or circuit breakers located in wet locations or outdoors must be enclosed in a weatherproof enclosure. Outdoor receptacles must have a weatherproof enclosure and an in -use cover. Cord -connected fixtures, hanging fixtures, track lighting, pendants, and ceiling fans shall not be located within3-feet horizontally and 8 -feet vertically from the top of a tub or shower rim. (IRC E4003.9, E4002.8, E4002.9,(E4002.10, E4003.9, E4003.10,E4003.11) Plumbing Requirements 22 DWV systems shall be tested on compellation of the rough piping installation by water or for piping system other than plastic by air with no evidence of leakage. Either test shall be applied to the drainage system in its entirety or in sections after rough piping has been installed .1) Water test 10 feet above the highest fitting connection or to the highest point of the completed system. The system shall prove leak free for 15 minutes. 2) Air test shall maintain 511)s of pressure for 15 minutes. 28 All piping must be inspected and tested prior to concealing. It shall be protected against physical damage and it must be approved for use and bear the identification of the manufacturer. (IRC P2503, P2603, P2608.1) 29 Bathtubs, walls above bathtubs with shower heads, shower floors, and shower compartments shall be finished with a non-absorbent surface which extends to a height not less than 6' above the floor. Showers must have a minimum 900 square inches of interior area and a minimum dimension in each direction of 30 -inches. Shower valves must be pressure balance/thermostatic mixing valves. Shower receptors shall have a curb threshold not less than 1 -inch below the sides and back of the receptor. The curb shall measure a minimum of 2 -inches to a maximum of 9 -inches above the top of the drain. (IRC R307, P2708, P2709) 30 The centerline of toilets or bidets shall not be less than 15 -inches from adjacent walls or tub. Toilets, bidets, and lavatories must have a minimum clear space of 21 -inches in front of the fixture. Lavatories require a 4 -inch clearance to wall or to a toilet. (IRC P2705) 31 Showers and tub/shower combinations shall have control valves of the pressure balance, thermostatic mixing or combination pressure balance/thermostatic mixing valve types with high limit stop per ASSE 1016 or CSAB125.1. Tubs shall also have a control valve as listed for a shower or a water -temperature -limiting device that conforms to ASSE 1070. The high limit stop for a device shall be set to a maximum of 120`. (IRC P2708.3, P2713.3) 32 Shower doors shall have safety glazing; hinged show door shall open outward. (R308.4.5, P2708.1) Insulation 65 R-20 Walls R-49 Ceiling R-19 Crawlspace Window U -Factor .32 Floor R-30 66 Supply Ducts in attics shall be insulated to a minimum of R-8. All other ducts shall be insulated to minimum R-6. ( N 1103.2. 1) 67 Combustible insulation shall be separated a minimum of 3 -inches from fan motors and heat -producing devices. Insulation shields must be provided where vents pass thorough insulated assemblies and must terminate at least 2 -inches above attic insulation materials. Can lights must be airtight if located in the building envelope. (G2426.4) 68 Class I or II vapor retarders are required on the interior side of the insulation in framed walls, floors and roof/ceilings of the building's thermal envelope. The vapor barrier is not required in construction where moisture or freezing will not damage the materials, or where the framed cavity (or space) is ventilated to allow moisture to escape. A vapor retarder is not recommended on a concrete basement foundation wall or in a shower /bath compartment (IRC 702.7, R702.7.1). Wallboard Requirements 69 Enclosed accessible space under stairs shall have walls, under stair surface and any soffits protected on the enclosed side with %-inch gypsum board (IRC R302.7). 70 Nail spacing for gypsum board lh gypum board Ceiling 16oc, 7", nails 12", Type S screws '/z wall spacing 24"OC, 8" nail spacing. 12"OCscrews. 5/8 ceiling board 16"OC, 7"nailsl2"spacing, screws 24OC 8". 72 Water-resistant gypsum backing board used as the base or backer for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C1396, C1178 or C1278. It is permitted on ceilings where framing spacing does not exceed 12 -inches o.c. for %-inch thick or 16 -inches o.c. for 5 8 -inch thick gypsum board. Water-resistant gypsum board shall not be installed over a vapor retarder in a shower or tub compartment and may not be used where there will be direct exposure to water, or in areas of continuous high humidity. All cut and exposed edges shall be sealed. (IRC R702.3.8) 73 Floor assemblies, not required elsewhere in this code to be fire resistance rated, shall be provided with a inch gypsum wall board membrane, 5/8 inch wood structural panel membrane, or equivalent on the underside of the floor framing member.(IRC 501.3) 7500 W. 29Th Ave Wheat Ridge, Co 80033-8001 -Lx (s T-) )U '67 X-rUAjCS &N/ALL, fI-h 9c, �aTID 6y tj a4CIKw4T6z Bracy i 19fle I R -C 3a4 < < i Ln o ® N. J PGF I Crcwl Space TI�VrusE o i-vit-se 10 mb ons du& lb bcaw) ar-14 6vo,uvol'v- will bo bar Ctt1 (--'7 b ; Cl t r�, l " 6 G �� Wood 0.� �- d vi! *-Alf City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director CERTIFICATE OF OCCUPANCY Permit #: 201705873 City of Date: 04/13/2018 W heat jjdge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 4,448 sq ft This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO MDDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: PROPERTY ADDRESS: 5272 Quail ST, Wheat Ridge, CO 80033 PARCEL #: 39-162-14-021 OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New CONDITIONS: Code Editions: No change shall be made in the Use of this building without Snrinklered: 2012 ICC / 2014 NEC prior notice and a new CERTIFICATE OF OCCUPANCY No from the City of Wheat Ridge Certificate MUST be posted by front door of Chief Building Official commercial occupancies Zoning Administrator O BUILDING SHELL/BLOWER DOOR TEST Target Measured CFM@50 N/A N/A CFM/Envelope N/A N/A ACH@50 N/A N/A nACH N/A N/A House to Garage Connection N/A N/A HVAC (CAZ) to Garage N/A N/A House to CAZ N/A N/A BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A 2x6 Walls B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch 23 Insulated Sheathing N/A Common wall to garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch 23 Party Wall N/A Framed Basement Walkout/Garden Wall N/A Knee Wall B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch 23 Skylight Shaft Wall N/A Box Sill N/A Rim Joist N/A Floor Systems Insulation Type R- Value Floor System Over Garage N/A Cantilever N/A Adiabatic N/A Crawl Ceiling N/A Ceiling Insulation Type R- Value Blown Attic Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Card 50 Vaulted Ceiling N/A Batted Ceiling N/A Cathedralized Attic/Roof Deck N/A Foundation Insulation Type R- Value Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl 19 Framed Foundation Wall 1- Not Applicable to house N/A Conditioned Crawl Space Wall B4 - Fiberglass Blanket Vinyl 19 Slab Edge N/A Under Slab N/A Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATI Flow Volume Window Type 1- Dbl Vinyl Low -E 1- Dbl Vinyl Low -E MECHANICAL SYSTEM #1 Furnace - Conditioned Are MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 4/4/2018 INSPECTION RESULTS: i,33 [J)E' SIGN ORM"/NO RE_IN&E ('Ji(.)N U Value SHGC 30 31 34 31 Target Measured 67 CFM to CFM 167 CFM Failed Items Include: P Conditioned Floor area used in HVAC design loads is between 0-300 square feet larger than home to be certified - Mech System #1 • Window area used in HVAC design loads is between 0-60 square feet larger than home to be certified - Mech System #1 Builder Sign -off Items Include: P Bathroom and kitchen exhaust fan housing sealed to drywall P Attic access panels/drop-down stairs gasketed with >/= R-10 insulated cover. If latches are used they are PREPARED BY: Mark Lane - 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc - PO Box N Berthoud, CO 80513 - (970) 556-0839 - www.nrglogic.com Date: 04/04/2018 5272 Quail St Wheat Ridge, CO 80033 Lot/Block: 7/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 715 INSPECTION RESULTS Builder sign -off items must be con Categories Passed: V Lighting/Appliances IECC and Energy Star Air Sealing V Insulation Inspection @ Final HVAC Inspections Ventilation Systems Water Heaters Room by Room Air Pressure Balancing V Blower Door Diagnostics Prepared by: (Dnergylliogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: • 2012 IECC R405 Simulated Performance Alternative (11) • Energy Star (Version 8) • Xcel New Homes(vl) details on following pages fore planation of items requiring re -inspection Categories to Address: X Mechanical Systems EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: DASH Remington Homes 5272 Quail St Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 7/1 Pinspection Item Program. - Bathroom and kitchen exhaust fan housing sealed to drywall IECC 2012/15 Result: ESO - 4.1 RFC Result: Inspection Date Action Needed Photo 4/4/2018 No comments/notes entered. - No comments/notes entered. Where/Description Inspection Date Action Needed Photo 4/2/2018 No comments/notes entered. 4/2/2018 /.Description Inspection ..Codes Attic access panels/drop-down stairs gasketed with >/= R-10 insulated IECC ALL cover. If latches are used they are functional. ESO - 4.10 RFC Result: Inspection Date Action Needed Photo 4/4/2018 No comments/notes entered. Where/Description Inspection Date Action Needed Photo 4/2/2018 No comments/notes entered. Collect, Store and Verify HVAC Contractor Checklists and/or Design ESO - 4.1 RDRC Reports Result: 4/4/2018 Nice Work --Items corrected on re -inspection Mechanical System #1 reviewed 04/04 Inspection Date Action Needed Photo X 4/2/2018 Submit HVAC Design Report Result: X Mechanical System #1 Inspection Date Action Needed Photo nspection Item ProgramCodes Conditioned Floor area used in HVAC design loads is between 0-300 ESv3 - 4.2.3 RDRC square feet larger than home to be certified Result: X Inspection Date Action Needed Photo X 4/4/2018 Have HVAC Contractor fix listed items Mechanical System #1 HVAC Report 3140 sf EL has the 715 model with partial crawl area as 3748 sf. Including crawl area it is 4314 sf ,Mnspection Item ProgramCodes Window area used in HVAC design loads is between 0-60 square feet ESv3 -4.2.4 RDRC larger than home to be certified Result: X Inspection Date Action Needed Photo X 4/4/2018 Have HVAC Contractor fix listed items Mechanical System #1 HVAC 308 sf EL measured 452 sf V Passed Builder Sign Off - Builder will correct item without re -inspection X Failed [� Failed - Builder must submit photo of correction in lieu of re -inspection Prepared By: Mark Lane 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc • www.nrglogic.com • (970) 556-0839 PO Box N Berthoud, CO 80513 k I -4- PER!`rOfM IC I � �U _71DDRESS: S4 � � l `� JOB CODE: ISS INSPECTION RECORD Inspection online form: http://www.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection�� Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers r 202 Sewer Underground Int. 103 Footing / P.E. Letter 203 Sewer Underground Ext. 104 Foundation Setback Cert. IdMr 17 205 Plumbing Underground Ext. 105 Stem Walls - 106 Foundation wall Insulation / J Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 01 Rough Framing r 202 Sewer Underground Int. 302 Wal! Sheathing 203 Sewer Underground Ext. 204 Plumbing Underground Int. IdMr 17 205 Plumbing Underground Ext. 304 Sheer Inspection 206 Water Underground 305 Insulation Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 01 Rough Framing r 302 Wal! Sheathing • 303 Roof Sheathing IdMr 17 14 Z 7 e /e� 304 Sheer Inspection 305 Insulation / J 306 Mid -Roof 6 c. 13_07 Metal / Lath / Stucco'' 308- Rougl, Electrical Residential r- # 309 Rough Electrical Commercial 310 Electrical Meter Residential ' 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential ,,. ;� k' 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS Rough Inspection (continued) Date Inspector enitials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial /�• 318 Boiler / Furnace 319 Hot water tank xy 320 Drywall screw and Nail 7� '= � 4 1 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous ! ( 1!� Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential /�• 404 Final Electrical Commercial 405 Final Mechanical Residential xy 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof ! ( 1!� 410 Final Window/Door 411 Landscape/Park/Planning Inspections from these entities shall be requested one week in advance. For landscaping and parking inspections please call 303-235-2846 For ROW and drainage inspections please call 303-235-2861 For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works 413 Flood plain Inspection 414 Fire Insp. / Fire Protection 415 Public Works Final 416 Storm Water Mgmt. 417 Zoning Final Inspection 1418 Building Final Inspection , Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. F3 B acl f ow Cog pRensulting Testin & air, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB420789 Test Date / Time: 4/11/2018 Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Denver Water District Meter #: ]0�,' Service Location: QUAIL RIDGE A3' Facility Address: 5272 QUAIL City:WHEATRIDGE ST: CO Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 `�=a�: Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 9k.. Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tyne Of Use Protection Inlet Outlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap [_1 Domestic El containment ❑ Horizontal +: Size: .75 Date Installed: 2018 ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ® New E] Existing El Glycol ®Isolation ❑vertical Down ❑' ®Irrigation Previous Assembly #: ❑Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE °•6T Feeds To: • Line Initial Test Results Repairs Re -Test Results PSI: 80 Tightness Differential Tightness Differential Check Valve #1[ Leak 2.2 ElLeak (RP, DC, PVB) [ Tight ❑ Tight . 41 Check Valve #2 F7Leak ❑Leak (RP, DC) Tight ❑ Tight cv Relief Valve (RP) °* Buffer (RP) Air Inlet 3.0 1 OPENED FULLY (PVB) v. ` Shutoff Valve #1: LTi ht ❑Leakin Re laced ❑ Shutoff Valve #2: XTi ht Fleaking [leaking❑Re laced Back Pressure: XYes ENO Test Procedure: ABPA: USC 10th Edition ❑ASSE: x, Comments: }.t Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Y �"T Contacted By: M.": Turn Off Date/Time: Turn On Date/Time: Test Kit Make: Midwest Model: 845 Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Roman Phone: (303) 537-0126 �r Signature: Certificate Expiration Date: 1/16/2019 U 0. E 4) 400 m war cc Ch 0 CL LU a) (1) cr- E -i6 0 c = 7 0 0 Ln "'t 0 0 It ko 00 +nv>0 Ln � co t. >46 40 kO N r" 0 Ln W m E IA 0 u 'n E ro 0 C CL 0 < cn C1r �;O M: =0 04� > (U —M c 4) 0 W a) 41 0 0.� ry) & 0) 40) 0 U.) J C) 0— 4W 0 >,00 0 -i �, >1 uj 04- u LA C 0 QJ E= O. 0— 4; c 41 1W w%- m C'i < tn = 0 M.= ON : 03 -C 0% ar A- 0 > > m r4 Qt m cd t m > Go 0 41 4� C: 0 W 0 LACL Z ,b v C= ori wim x Ln 0 n Ox LA C 0 LA c c V) CID 0 C) -Z CO M 0 v W Li ul N LAJ curj CL CLO < 0 0 Ln "'t 0 0 It ko 00 +nv>0 Ln � co t. >46 40 kO N r" 0 Ln W m E IA 0 u 'n E ro 0 C CL 0 < cn C1r �;O M: =0 04� > (U —M c 4) 0 W a) O LL LL 2) c:a) CZ LU Z) LU LU < Q, U m Z < LI) C z .2 Q w° Q) :E U, , = , Ln u 0 u (N m Ln m LE m LCR 7 22 0 at < S CL E E - 0- Q) 0) 1 a, Qj —m c 5 9, < 0 %n v 8 2 O- V C, c S 0 _0 0 0 I '- 0 -ru-0 Q 0 0 -x 0 > o L1 41 U- (0 fa --I E E E 0 u = -c: 0 CL CL Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater ID (RTIN): 1215211 Home Address 5272 Quail St Rating Date: 411118 Wheat Ridge, CO 80033 Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved comfort and lower utility bills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1339 CFM50 (2 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: NIA reduce the potential for water entering into the home Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U -Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency healing, cooling system, and Energy efficient products to help reduce utility bifis, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. ENERGY STAR Qualified Lighting' 100% Total Duct Leakage Duct Leakage to Outdoors: 91 CF M25 Rough -In, with Air 0 CFM25 ENERGY STAR Qua@fled Appliances and Fans: Handler Refrigerators:1 Dishwashers:1 Primary Heating (System Type - Fuel Type • Efficiency): Ceiling Fari Exhaust Fans:3 Furnace • Natural Gas • 92.1 AFUE Primary Water Heater (System Type - Fuel Type • Efficiency): Primary Cooling (System Type • Fuel Type • Efficiency), Water Heater • Natural Gas • 0.69 Energy Factor Air Conditioner • Electric • 13 SEER Infill ., This certificate provides a summary or the major energy efficiency and other construction 9iltiLS- Index features that contribute to this home earring the ENERGY STAR. including its Homy. Energy Raing System (HERS) score, as determineid through independent inspection and verihcalwn Zero Energy Reference Existing performed by a trained professional The Home Energy Rating System is a nationally rec gn ed Home Home Homes uniform rneasurernent of the energy efficiency of homes. •- a •-• ••--• •-• Note that when a home contains m ultiple performance levels for a particular feature, (c,9,. ... �r, w ricau efficiency or insulation leaals), tho prodeminant valuo is she+rn. Also, homes maybe o r, certified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly less o O o $ No Mora &elected from a set of homes for representative inspections and tasting. In such cases, the Eimrgy Energy features fared in each home nithin tho sot aro intondod to moot or exceed the values presented on this certificate The actual values for your home may drtfer, bill Offer equtvalem Or hetter performancei his certificate aas primed using Ekotrop'" [Version 2 ZAA8G7, This Ha ris aims s¢vrrr Learn more at www.energystar.govthomefeatures IECC 2012 Performance Compliance Property Organization Remington Homes EnergyLogic 5272 Quail St 720-340-6980 Wheat Ridge, CO 80033 Aaron Scott Template - Remington - 715 FB Whe Builder 5272 Quail St Remington Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status 4/1/18 Rater ID (RTIN): 1215211 RESNET Registered (Confirmed) Annual Energy Cost nergyLogic on alY.l.. bslp F7. ans.r rs s. IECC 2012 As Designed Performance $689 $548 $125 $114 $135 $135 $949 $796 $805 $790 $0 $0 $1,754 $1,587 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 16.1°o SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist n L`J Design exceeds requirements for IECC 2012 Performance compliance by 16.1%. Name: Organization: Aaron Scott EnergyLogic Signature: Date: Apr 03, 2018 Ekotrope RATER - Version 2.2.4.1897 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Ratinq Tool. O U_ a U fLS (Z n LO LO N N V 2 U - U U O Cl. ern N U ttl w SC Q � O � U J � V W D LLa N Q7 V) tCf M f� Z a� U f0 G LL a1 4- tU 19 VA `0 O a� M U. V O C O ro a co O N M O Q a U U) O 21 tU C W 9 IECC 2012 Label 5272 Quail St HERS® Index Score; 58 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: N/A Slab: R-0 Infiltration: 1339 CFM50 (2 ACH50) Duct Insulation: R-0 Duct Leakage: 0 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0.310 Door: R-3 Mechanical Equipment Specs Heating: Furnace - Natural Gas - 92.1 AFUE Cooling: Air Conditioner - Electric • 13 SEER Hot Water: Water Heater - Natural Gas - 0.69 Energy Factor Builder ter Design Professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) nergyLogic Property Organization a.a Remington Homes EnergyLogic 5272 Quail St 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 411/18 Rater ID (RTIN): 1215211 Template - Remington - 715 FB Whe Builder RESNET Registered (Confirmed) 5272 Quail St Remington Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu year) Category 2006 IECC 50% As Designed Target Heating 35.4 32.1 Cooling 4.3 4.9 Total 39.7 37.0 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: NaN Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu J year) Category 2006 IECC As Designed 90% Target Heating 63.7 43.1 Cooling 7.7 7.5 Total 71.4 50.6 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 0.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribedin section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STAR® for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete.' Name: Aaron Scott Organization: EnergyLogic Date: Apr 03, 2018 Ekotrope RATER - Version 2.2.4.1897 This information does not constitute a warranty or guarantee of home energy performance_ Asir Leakage Report Property Organization Remington Homes EnergyLogic 5272 Quail St 720-340-6980 Wheat Ridge, CO 80033 Aaron Scott Template - Remington - 715 FB Whe Builder 5272 Quail St Remington Remington Homes QnergyLogic Doerr arc. ro-ary bi. ann an. Inspection Status 4/1118 Rater ID (RTI N): 1215211 RESNET Registered (Confirmed) Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1339 ACH50 (Calculated) 2 ELA [sq. in.] (Calculated) 73.6 CFM50 (Calculated) 11339 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 0.0 Leakage to Outdoors [CFM25 / 100 s.f.] 0.0 Leakage to Outdoors [CFM25 / CFA] 0.000 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 91.0 Total Leakage [CFM25 / 100 s.f.] 2.1 Total Leakage [CFM25 / CFA] 0.021 Mechanical Ventilation Rate [CFM] 68.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 68.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.4 Ekotrope RATER -Version 2.2.4.1897 RESNET HOME ENERGY tinergyLogic RATING Standard Disclosure For home(s) located at 5272 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page. 1. The Rater or the Raters employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design Wj B. Moisture control or indoor air quality consulting WIC. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: 0A. The seller of this home or their agent El B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home D4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Installed in this home by Rater E]Empicyer OR is in the business of Rater EjEmployer Thermal insulation systems DRater Employer Rater DEmployer Air sealing of envelope or duct systems Rater E]Empioyer Rater []Employer Energy efficient appliances Rater Employer Rater MEmployer Construction (builder, developer, construction contractor, etc) Rater Employer EjRater DEmployer Other (specify): I I DRater Employer ORater Employer [:] 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 1215211 Name: Aaron Scott Signature: Organization: EnergyLogic Date: Apr 03, 2018 I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet. us/standards/RESN ET_Mortgage_Industry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 Date: 4/4/2018 5272 Quail St Wheat Ridge, CO 80033 Lot/Block: 7/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 715 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: OnergyLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: • 2012 IECC R405 Simulated Performance Alternative (v) • Energy Star (Version 8) • Xcel New Homes(-/) Thank you for using EnergyLogic, Inc for your home inspections. Prepared for e ? E54SH. Remington Homes t , ► 4City of Wheat Ridge Single Family - New PERMIT - 201705873 PERMIT NO: 201705873 ISSUED: 09/21/2017 JOB ADDRESS: 5272 Quail ST EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family home; detached with 1 car side load and 2 car front load garage; unfinished basement; main floor 2,147sq ft; unfinished basement 1,469 sq ft; garage 597 sq ft; front porch 85 sq ft; patio 150 sq ft; 4,448 sq ft total *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN SUB (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 27 , FEES Total Valuation 0.00 ; L) Plan Plan Review Fee 1,452.75 Use Tax 5,682.25 �� Permit Fee 2,235.00 Engin. Review Fee 150.00 ** TOTAL ** 9,520.00 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. ®� City of Wheat Ridge Single Family - New PERMIT - 201705873 PERMIT NO: 201705873 ISSUED: 09/21/2017 JOB ADDRESS: 5272 Quail ST EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family home; detached with 1 car side load and 2 car front load garage; unfinished basement; main floor 2,147sq ft; unfinished basement 1,469 sq ft; garage 597 sq ft; front porch 85 sq ft; patio 150 sq ft; 4,448 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 ermrt. I further attest that I am le ally authorized to include all entities named within this document as parties to the work Io be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) 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 an 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 of a permit sha t be construed to be a permit for or an approval of, an violation of any provision of any applicable code or any ordinance or re ati of this jurisdicf n. A p®o al 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. 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: #IV ACfr�vi Job Address: ,:� ?,; 4G14j S Permit Number: ❑ No one available for inspection: Time1_r AM%PM{ Re -Inspection required: Yes No p When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 -Date: yInspector: 11(1( iI�;- DO NOT REMOVE THIS NOTICE City Of Wheat idge COMMUNITY DEVELOPMENT Landscaping Escrow Agreement This agreement made this 10th day of April 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5272 Quail Street In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: Signature �cLmpj ,�� c`; „� -4� Business Address /Phone Date Title City of Wheat Ridge, Colorado By: Title:'l�-�.p"�_--v<--�-. Date: 7 1 g i CITY OF WHEAT RIDGE - �/ Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION ECTION NOTII�C7 E Inspection Type: I f �� Job Address: —c3 ::2� Permit Number: [> O I �] ❑ No one available for inspection: Time pm Re -Inspection required: Yes d *When corrections have been made, Ball for re -inspection at 303-234-5933 Date: -36 het et Inspector:' DO NOT REMOVE THIS NOTICE I � � 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: L4 <z, <� f-' Job Address: -7 Q C,) \.) cs:. 1 4 - Permit Number: p l-:7- C S- e� 3 z ❑ No one available for inspection: Time) IPM Re -Inspection required: Kes) No When corrections have been made, call W -re -inspection at 303-234-5933 Date: inspector .a DO NOT REMOVE THIS NOTICE 9 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 a O ZL) cz S. Job Address: 5 02'7 Q 0 -- Permit Number: 0) �- 0 �5 8% =� ❑ No one available for inspection: Time A /PM Re -Inspection required: Yes %No� When corrections have been made, ca I for re -inspection at 303-234-5933 Date:J).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: ,01 %F/a,&r1 Cor6- -3061 � Job Address: Permit Number:/7� �� ❑ No one available for inspection: a Time L' AM/FSM .-. `dem Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: -/.,.25- /9' Inspector: 'Am / 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: -:Po/7n 5�7� ❑ No one available for inspection: Time ,� ' -) qPM � e -Inspection required: Yes(: o Ne- c�,,V^- ''When corrections have been made, call for re -inspection at 303-234-5933 Dated, 23- Ir Inspector: al � �-- 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: ` 0(In- rn Job Address: Permit Number: Q ®t -� o Me, 1010 0 WM 4 ❑ No one available for inspection: Time ) 0 VPM Re -Inspection required: Yes No 1 11 When corrections have been made, call for re -inspection at 303 -234 - Date: I 03 -234 -Date:! 9 Inspector: 2 6, 1 =.- /'-- Il DO NOT REMOVE THIS NOTICE v'•aD 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: -�;y 4, M , a - R cs"E Job Address: -T2-:z Z G7, '," l -4- Permit Number: Z o Z_- 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: I, o Inspector. - - 4,Ai9 DO NOT REMOVE THIS NOTICE M N t2 0 r. 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L � Permit Number: ?,D1-1b5b13 ❑ No one available for inspection: Time U P M Re -Inspection required: Yes When corrections have been made, call fonre-inspection at 303-234-5933 Date: 1 2- Zojj_j_1nspectori ``�I I'- 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: e � :sj\ _ ( A t Job Address: 77-7P ou0' 1� Permit Number: __�ol%�5F%_3 ❑ No one available for inspection: Time Re -Inspection required: Yes No - - *When corrections have been made, call for re -inspection at 303-234-5933 Date:/-----,- ��'�7 Inspector: )�M/ 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: ?oz///til, / 1111204) Job Address: (29t4a ; Permit Number: ❑ No one available for inspection: Time,AM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: Zl—, 4- %7 Inspector: 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 INSPECTION NOTICE Inspection Ty e:T� Job Addres `% -5, Permit Numbe : ❑ No one available for inspection- Ti ey/t✓UAM/PM DNo Re -Inspection required: Yes , When corrections have been made, call for re -in. 3 ct)bn= f 303-234-5933 Date: `C1 '� Inspector: (t'Mv , 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: Permit Number: 2 0 /'`7 O ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes oNo' When corrections have been made, call for re -inspect 'at 303-234-5933 Date: Inspector:lAi' /r G' DO NOT REMOVE THIS NOTICE l i CITY OF WHEAT RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax I , INSPECTION NOTICE ❑ No one available for DYes on: Time C.IM�U AM/PM Re -Inspection required:No / When corrections have been made, call for re-inspec#io to 303-234-5933 Date: Inspector: .1 A City of Wheat Ridge Single Family - New PERMIT - 201705873 PERMIT NO: 201705873 ISSUED: 09/21/2017 JOB ADDRESS: 5272 Quail ST EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family home; detached with 1 car side load and 2 car front load garage; unfinished basement; main floor 2,147sq ft; unfinished basement 1,469 sq ft; garage 597 sq ft; front porch 85 sq ft; patio 150 sq ft; 4,448 sq ft total *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN SUB (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee Engin. Review Fee ** TOTAL ** *** COMMENTS *** ESTIMATED PROJECT VALUATION FEES 0.00 1,452.75 5,682.25 2,235.00 150.00 9,520.00 *** CONDITIONS *** All roughs to be done at Framing Inspection. 270,583.44 As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8039; evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. ► d 41 City of Wheat Ridge Single Family - New PERMIT - 201705873 PERMIT NO: 201705873 ISSUED: 09/21/2017 JOB ADDRESS: 5272 Quail ST EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family home; detached with 1 car side load and 2 car front load garage; unfinished basement; main floor 2,147sq ft; unfinished basement 1,469 sq ft; garage 597 sq ft; front porch 85 sq ft; patio 150 sq ft; 4,448 sq ft total I, by '_ms do hereby attest that the work toe 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 erm . I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perfore and that all work to be performed is disclosed in this document aid/olr its' acctompanying approved plans and specifications. naturae of WNER or CkNTRACTOR (Circle one) Date This perms 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. 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 maybe subject to a fee equal to one-half of the originalpermit fee. 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. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 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. 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 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. e In City of 'IV J° 7 � heati UNITY DEVELo MENT �i 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 I FOR OFFICE USE ONILY ®ate: I Plan/Permit Plan Review Fee: Building Permit ApplicationPZLI *'* Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: ,J27_-� Qe I ) , l � i . Property Owner Email: Mailing Address: (if different than property address) Address: �`�� j� �`aS2Z �i��yd, # pt ArchitectlEnaineer• C,rcL Architect/EngineerE-mail: &CLQ OiQkfL2_CA )Q2j,.(e0)Phone: Contractor: Contractors City License #: _ P %� Phone: X92 Contractor E-mail Address: Sub Contractors: Electrical: L, r A 3no) e4uuTi - Plumbing: M w lwbnC Mechanical: 5(n (fid Li i )iS W.R. City License # C �� W.R. City License # (� �q'5 J W.R. City License # Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ 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 (Descri4e) (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.) ��� � �� �.���� �% Cvo cat- n� l d g� �a ndr un �,,�i5 c, .\) MCI RV Iuc c - ,�l 141 5J -(. Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ - -i C , L -3 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) (CONTRACTOR) or UTHORIZED REPRESENTATIV o WNE�)(CO�NTRATOR PRINT NAME: 5 SIGNATURE: 1 DATE: ') C DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: �> D�/2C-Gr 12C01=pg41AJ fjY PVA j � I/1% � 4r-- Q/ 7�..,�G•%/GYUj S14�14 Reviewer: J /.1 ✓ J oat T94 PAO- L/NW p.Or p1 -AN' To P9C7-r-;0T AO.J.dGcNT '/14117�� = pP2T/�5 FQ��1 5 j tZi1,1►'i/AT �iJtirGF, PROOF OF SUBMISSION FORMS 2) A 69940W& A� P/Ri 7b G.U. 7v �1+f�iJF- pRr�I,�? 6 i Coi . Fire Department ❑ Received ❑ Not Required Water District 11 Received ❑ Not Required Sanitation District ® Received ❑ Not Required Building Division Valuation: $ City of Wheat f<)LJge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 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: Vd o Project Address: >Q-71) Q, )C ',\ c1 Name of Firm/ Individual submitting documents: I Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I m 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 Z_,V-Xl'ey Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Signatur r M Date: (Agency Representative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) July 25, 2017 Re: 5272 Quail Street Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, fexwee-) Fonda Wilhelm Office Manager / City of SINGLE FAMILY/DUPLEX wheaS' a=ge BUILDING PERMIT APP l' ca n � 1 c WORKS LICA TION RE VIEW Date: 13Z14 Z-7 Location: -6272 �G UAI L- ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a NE W located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: :70K 44 to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes --j�- No Completed b. curb & gutter: Yes No Completed c. sidewalk: Yes No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. -11 Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. va4 '.- Ktmen'� e / Signature Mark Van Nattan Dat 5. M� NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature • • 'is moi. Mark Van Nattan Date 12996 l9 7b PIN 601AAAAEA M- I W jW C�2 AQ161Cr FXA= j. 7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. V NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of W heat R�iqge 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: 9 Location of Construction: 62 72 - Purpose 2 Purpose of Construction: 51w - ,I -E5 417AAAILY Dyji�i i /Illh Single Family _1 Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Familv Residence/Duplex Review Fee: ..................................... $50.00 CommerciaUMulti-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the I' and 2nd submittals): .......................... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the I" and 2nd submittals): ........................... $500.00 • Trip Generation Study Review Fee: .................................................. $200.00 • O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi-Farnily 1 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 (% initial review fee): .................................................... $300.00 $ 46 submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): 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 12/12 oily (-)f lode l'U1111C 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: ADDRESS:_ 52-751. 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. Development Review Engineer CC: File wwliv.ei.wheatridge.co. us Rev 2108 Rev. 04/17 Quail Ridge Estates – Plan Review Worksheet Address: Quail Ridge Estates Subdivision, Lot Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: Accessory Building Coverage (not to exceed 600 sq. ft.) Lj sq. ft. 3 `( t -7-sq. ft. 0 Zd sq. ft. -)"q % 4 en— sq. ft. Main Building Setbacks Required Provided Front 20' Interior Side 5' S , Side on street 10' � lc. Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) l'L Rear (8'-15' tall) _ 5' Side (8'-15' tall) Vt �. Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% '7(-9 0/ a Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side fagade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. 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D a Q Q /M 4 2 �Z O O V=f O Vl Q F. d l<J U O Z 2 Z B O O ^ >< O n JJ w V N J O w 2 W w J w w W aW N N O !- O Z W W W K K I Of a< a< W O 41 ZZ F 1, 0W� O W N F Z <> r i U a s Q< N O N p a O F m W$ N W W W p /� V) N �<(�.�mX O<p G/ <W ~m HiiF J =F �d W W J J O _ IBJ <.-� aZ<-4 €izWa a<.=awwa aWc"i a :aN3931 J ^Q^ mwzzRa- xo. Mo w o^Nn^a^^n dW8 � v'ati EE< aowr�<a✓ri2F-mi�omvlm ial� rlosa3ld Q D � ��J 3 133a1S 'lltlfl� WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED THIS DEED, Made this February ZA0 , 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 ���� C'S,3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: �e-40ew Name: Robert R. Short Title: President State of Colorado ) )ss County of -) 6%x"1 L ) The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seal..— � My commission expires: ".�i — l L 'JANET S JACKSON NOTARY PUBLIC STAI.I-- OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Notary] Public Page 2 of 3 1 W.14 go 1' .31 PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $61.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date").' between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and. agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "LoV and together, the "Lots"). Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal suis of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NQS- 'l,5c*r-cb 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in., legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are tiled. 2 1353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or pernnit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) slums due tinder the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913.: thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor of..fers to make an award or settle a claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sutns secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound, Joint and Several Liability; Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust shall be in writing and shall be given 4 1353913,2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, this Deed of Trust and the obligations secured hereby shall remain in. full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exem tp ions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal lain presently existing or hereafter enacted. 21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 6 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("Di Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utilily Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 1353917.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. 1Remaina'er ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME} OF COLORADO, INC., a Colorado corporatiox� By: Title: -._.1 P '117, 1 J _ / '/- STATE / STATE OF COLORADO § COUNTY OF4R The forping instrument was acknowledged before me this 26th day of February, 2016, by-�-�1 NQS pf2� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. �+AriAM1i SHANNON fF B.UCHAAWAN Notary #uhhk State of Colorado Notary 1020054037048 My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: f1 Notary Public S v H 2 m E �m0 m�N m m�> a>� 0 m m " c a00 2Qb y N R ova Ems M v_ c a a 22. UO 2 v � >=m b " = �0E Amo U cnm m — m c'm m m > n c m m m. Ha; 2 m 0 °1m0 3 a6 ` E a J � U Z o m N m Y c c Q N U N � Z M. c Qca 3- c d n o Ynm ¢~ m rZo-m n m N U c N J W 0 z N O O U LL V O I W Y, @ O m O ° 2 z N O • U LL V z � LL ,LU LU u �wr LL 0 W U C L Q QCN'�JQ r-- Lo a Y, @ O v O � U N • U LL Y, @ O M1I MiTekli" Re: 715A—PC—GR 715A PC MiTek USA, 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 Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R49056244 thru R49056291 My license renewal date for the state of Colorado is October 31, 2017. Ong, Choo Soon 41 11, City of 4 W heat dge COMMUNITY DEwuwmENT APPROVED feviewed for Code Comoliance Plans Ez ' er Date Vx1.di W &f 0W its fie issuance of o perp* or opprovol of pions speciflcotiau an _.anputations shall not be a permit for, or an approval of, any vlolofion to on, of [Pie provisions of the building code or of any City ordinances. permits pre sumft to give outhorlty to violate of cancel the provisions of the Run&V [odes W fuser ordinances of the City 0011 not be valid. November 22.2016 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. X78 7 Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 25-46: 2x4 SPF No.2 WEBS 1 Row at midpt 18-54, 849056244 715A_PC_GR Al Roof Special Supported Gable 1 1 (lb)- Max Hoa 1=-189(LC11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 22-3-10 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:35 2016 Page 1 ID:CYH D1 gYxH P Pz3CROFKM 1 DzzIA2s-mHbUHeYTIRp5kaORnwnwiOsXEbJ Wrmam5K?13iyGgB6 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.0 6 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 46 45 44 43 42 41 40 39 38 37 46 = 4x6 = 3x4 II 3x4 = LOADING (psf) TCLL 30.0 10) (Roof Snow=3 TCDL 10.0 BCLL 0.0 B DL 100 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.05 BC 0.10 WB 0.18 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 36 n/a n/a PLATES GRIP MT20 197/144 Weight: 356 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 25-46: 2x4 SPF No.2 WEBS 1 Row at midpt 18-54, 17-55, 16-57, 19-53, 20-52 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 47-0-0. (lb)- Max Hoa 1=-189(LC11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except 45=-112(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 46, 36, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 45, 44, 43, 42, 41, 40, 39, 38, 47 except 37=340(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-44/253,13-14=-43/269,14-15=-44/285, 15-16=-44/303, 16-17=-46/319, 17-18=-43/312, 18-19=-42/308, 19-20=-45/306, 20-21=-43/280, 21-22=-43/253 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. PD LIC 5) All plates are 2x4 MT20 unless otherwise indicated. ��Q`•��..•���F/jjs 6) Gable requires continuous bottom chord bearing. •• SOON •.� fQ 7) Gable studs spaced at 1-4-0 oc. V� �� O 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. . � 2 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.0 PE -44018 10) Bearing at joint(s) 47 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify e capacity of bearing surface. 11) Provide truss to bearing 100 Ib at 1, 57, 58, 59, 60, O �• ;' ��� :•�• mechanical connection (by others) of plate capable of withstanding uplift joint(s) �: ��� 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except (jt=lb) 45=112. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, SOON N 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. November 22,20nn16--•.. AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 116I1.7473 rev. 101032015 BEFORE USE. _"y of Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall YV [� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" f at R)(1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ �Ntyjn„ Job Truss Truss Type Qty Ply 115A PC 9-3-14 0- -0 7-6-0 7-9-8 Plate Offsets (X Y1— [5:0-3-0.0-3-81, (8:0-4-0 0-4-12] 849056245 715A_PC_GR A2 Roof Special 5 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.21 12-13 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:36 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-EU9sV_Z5WIxxMkbdLdl9EbPd8?TJC1MwJ_kab9yGgB5 7-7-9 I 14-11-9 22-3-10 27-0-1 + 31-8-8 39-2-8 i 47-0-0 7-4-1 7-4-1 4-8-7 4-8-7 7-6-0 7-9-8 Scale = 179.9 5x6 = 5.00 12 2x4 II 3x5 = 3x6 = 5xB = 11 10 06 = 4x6 I 4x6 = I6 la NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DO <<L,F 5) . 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 •••••„•••• /v will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sooti •esF� 6) Refer to girder(s) for truss to truss connections. OO 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2 1=221,9=106,12=325. :C) 00. PE -44018 FSs�ON November 22&'mlllt"1 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall �• wheat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba Lane r, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ _11,i jR,q DIVISO°dr 7-7-9 7-4-1 7-4-1 9-3-14 0- -0 7-6-0 7-9-8 Plate Offsets (X Y1— [5:0-3-0.0-3-81, (8:0-4-0 0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 TCDL 10.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 12 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 1-16 >999 240 Weight: 233 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural woad sheathing directly applied or 4-8-2 oc pudins. BOT CHORD 2x4 SPF 165OF 1.5E *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-11: 2x4 HF Stud 6-0-0 oc bracing: 10-11,9-10. WEBS 2x4 SPF No.2 `Except` WEBS 1 Row at midpt 2-15, 4-13, 6-12, 8-12 2-16,4-15,8-10: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installalign REACTIONS. (Ib/size) 1=1386/Mechanical, 9=321/0-3-0, 12=2974/0-5-8 guide. Max Horz 1=-190(LC 11) Max Uplift 1=-221(LC 10), 9=-106(LC 11), 12=-325(LC 11) Max Grav 1=1501(LC 14), 9=409(LC 15), 12=2974(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2929/423, 2-4=-2074/331, 4-5=-1064/223, 5-6=-875/246, 6-7=-36/1210, 7-8=-110/1270.8-9=-320/390 BOT CHORD 1-16=-422/2590,15-16=-422/2590, 13-15=-201/1817, 7-12=-531/223, 9-10=-286/219 WEBS 2-16=0/312, 2-15=-901/244, 4-15=-20/520, 4-13=-1341/307, 6-13=-104/1221, 6-12=-2237/270,10-12=-206/288, 8-12=-1168/298, 8-10=0/311 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DO <<L,F 5) . 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 •••••„•••• /v will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sooti •esF� 6) Refer to girder(s) for truss to truss connections. OO 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2 1=221,9=106,12=325. :C) 00. PE -44018 FSs�ON November 22&'mlllt"1 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall �• wheat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba Lane r, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ _11,i jR,q DIVISO°dr Job Truss Truss Type Qty Ply 715A PC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP R49056246 715A_PC_GR A3 Roof Special 2 1 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:37 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-igjEiKajH33ozu9pvLgOnpyo5OsdxVB3YeU78byGgB4 14-11-9 22-3-10 26-6-1 + 30-8-8 36-0-8 41-4-8 47-0-0 7-7-9 7-4-1 7-4-1 4-2-7 4-2-7 5-4-0 5-4-0 5-7-8 Scale = 1:79.8 5x8 11 i 5.00 11-2 2x4 6x6 5x8 = 11 5x8 = 4x6 = 4x6 11 Ia 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W heat R idg building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109^A r•s Building Divisci 7-7-9 7-4-1 7-4-1 8-3-14 8-0-0 8-3-8 Plate Offsets (X Y)— [1:0-0-8.0-0-121.[2:0-4-0,0-4-81.[7:0-4-0,0-4-81. [14 0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 1851144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 ri n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 1-15 >999 240 Weight: 239 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-11: 2x4 HF Stud WEBS 1 Row at midpt 2-14, 3-13, 4-13, 5-12 WEBS 2x4 SPF No.2 'Except' MiTek recommends that Stabilizers and required cross bracing 2-15,3-14,7-12,7-10,8-10: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=1315/Mechanical, 9=370/0-3-0, 12=2996/0-5-8 Max Horz 1=-190(LC 11) Max Uplift 1=-212(LC 10), 9=-111(LC 11), 12=-328(LC 11) Max Grav 1=1438(LC 14), 9=459(LC 15), 12=2996(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2775/399, 2-3=-1917/307, 3-4=-903/200, 4-5=-704/224, 5-6=-38/1224, 6-7=-9711268, 7-8=-227/379, 8-9=-581/207 BOT CHORD 1-15=-399/2449, 14-15=-401/2446, 13-14=-178/1672, 6-12=-473/178, 9-10=-123/480 WEBS 2-15=0/310, 2-14=-905/246, 3-14=-20/533, 3-13=-1346/305, 5-13=-126/1317, 5-12=-2176/268, 10-12=-502/143, 7-12=-885/254, 7-10=-51/633, 8-10=-492/203 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 p p 0 C 1C will fit between the bottom chord and any other members, with BCDL = t O.Opsf. tJF` F/� 6) Refer to girder(s) for truss to truss connections. �� �••' s00/ • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=212,9=111.12=328. .s�CO 0 OZ : U PE -44018 ON November 22.Z@TT__'1%%, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W heat R idg building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109^A r•s Building Divisci Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 849056247 715A -PC -GR B1 COMMON SUPPORTED GAB 1 1 WB 0.18 Horz(TL) -0.00 31 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Job Reference (optional) Alpine Lumber CO., Commerce City,C0.8UUZ2 d.U3U 5 Sep Z9 ZU1b MI I eK Industries, Inc. I ue Nov 22 U9:39:39 ZU1b Page 1 ID:CYHDI gYxHPPz3CROFKMI DzzIA2s-e3r_70bzpgJWDBJCOmsssEl DECiNPZYMOxzECTyGgB2 20-3-10 37-6-8 20-3-10 17-2-14 5x6 5x6 = 16 17 18 Scale = 1.62.5 61 60 59 58 57 56 55 54 53 52 51 50 49 4847 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 3x4 = 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 31 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Weight: 290 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 WEBS REACTIONS. All bearings 37-6-8. (lb) - Max Horz 61=120(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 61, 31, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 60=-143(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 61, 31, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 44, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33,32 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-34/256.15-16=-35/272, 16-17=-33/269, 17-18=-35/264, 18-19=-37/259 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at micipt 17-45,16-46, 15-47, 18-44,19-42 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and light exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) 61, 31, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except Qt=1b) 60=143. o NV LlcF :••p Sooyv ' :sFO 0% U G); PE -44018 lv �;s�oru November ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �T Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not f� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 11 t4)�at 1� j� A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A (Tei. V i ry.4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MVS I R y fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _, „tin, JobTB2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 Truss Type Qty Ply 715A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 `Except` BOT CHORD Rigid ceiling directly applied or 849056248 715A—PC—GR COMMON 7 1 REACTIONS. (Ib/size) 12=1854/0-5-8, 8=1854/Mechanical Max Horz 12=121(LC 9) Max Uplift 12=-257(LC 10), 8=-237(LC 11) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:40 2016 Page 1 I D:CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-7FPNKMcbZ_RNgLuOaTN5PRaKPcgF8tFVEbinkwyGgB 1 6-11-9 13-7-9 20-3-10 25-11-631-7-3 37-6-8 6-11-9 6-8-1 6-8-1 5-7-13 5-7-13 5-11-5 6x1C 6x6 = 5.00 12 Scale: 3/16"=1' 12 11 — 1. 10 8 4x8 = 3x4 = 6x12 = 3x4 = 4x8 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.28 BC 0.90 WB 0.73 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.40 10-11 >999 360 Vert(TL) -0.88 10-11 >503 240 Horz(TL) 0.15 8 n/a n/a Wnd(LL) 0.10 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 198 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-11,6-9,6-8: 2x4 HF Stud, 1-12,7-8: 2x6 SPF 165OF 1.5E WEBS 1 Row at midpl 3-10, 5-10, 2-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 12=1854/0-5-8, 8=1854/Mechanical Max Horz 12=121(LC 9) Max Uplift 12=-257(LC 10), 8=-237(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-703/136,2-3=-2840/437,3-4=-2090/340, 4-5=-2065/360, 5-6=-2281/337, 6-7=-308/66, 1-12=-538/147, 7-8=-334/90 BOT CHORD 11-12=-426/2583, 10-11=-309/2372, 9-10=-180/2050, 8-9=-243/1842 WEBS 3-11=-27/379, 3-10=-889/279, 4-10=-110/1022, 5-10=-557/196, 6-9=0/377, 2-12=-2386/310, 6-8=-2176/313 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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 PD 0 LIC will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to for truss to truss connections. Qe` F/j/ ••••••� ��••'• �••• F girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) SOO V: �O ti 12=257,8=237. 0% • S 2 ; AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �d , M1 [ t Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall V 4 ��e a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L "'Id Ing Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 ^ Job Truss Truss Type OtyPly LOADING (psf) 715A PC CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056249 I, 715A—PC—GR 63 Roof Special Girder 1 BC 0.33 Vert(TL) -0.40 14 >999 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:42 2016 Page 1 ID:CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-3e W712es5bh54f2niuPZUsfdFPedcl—oivB upoyGgB? 3-8-15 7-2-6 82-1 12-1-8 16-2-9 20-3-10 25-11-6 31-7-3 37-6-8 3-8-15 3-5-7 0-10- 4-0-12 4-1-1 4-1-1 5-7-135-11-5 5x6 11 1 Scale = 1:67.4 17 16 15 14 <' 13 12 11 10 10x10 MT20HS 11 Bx12 = 3x6 11 10x14 = 10x10 = 46 = 5x6 = 06 3-8-15 7-2-6 12-1-8 2D-3-10 25-11-6 31-7-3 3-8-15 3-5-7 4-11-2 8-2-2 5-7-13 5-7-13 37-6-8 5-11-5 Plate Offsets (X Y)— [1:0-3-12.0-2-121, [3:0-2-12 0-4-01, [5:0-1-4.0-2-81, [13 0-5-0 0-6-0], [14:0-1-10.0-5-0] [16:0-6-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.21 14 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.40 14 >999 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.12 14 >999 240 Weight: 906 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3:2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-17,9-10: 2x6 SPF 165OF 1.5E, 1-16:2x4 SPF 1650F 1.5E 4-14: 2x10 DF 1950F 1.7E, 5-14,5-13,6-13,7-13: 2x4 SPF No.2 18-19: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 17=11940/0-5-8, 10=4947/Mechanical Max Horz 17=-186(LC 6) Max Uplift 17=-1409(LC 10), 10=-582(LC 11) Max Grav 17=11940(LC 1), 10=4948(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11474/1368, 1-2=-9134/1049, 2-3=-9143/1050, 3-4=-17255/1897, 4-5=-16735/1937, 5 -6= -8133/1021,6 -7=-8187/1004,7-8=-7722/940,8-9=-6208/734,9-10=-4727/588 BOT CHORD 16-17=-119/514, 15-16=-1824/16342, 14-15=-1822/16340,13-14=-1 101/10612, 12-13=-730/7049, 11-12=-639/5626, 10-11=-90/487 WEBS 1 -16= -1470/12864,2 -16=-1698/281,3-16=-10906/1220,3-14=-1362/230,4-14=-8293/982, 5-14=-1156/10251, 5-13=-6835/859, 6-13=-629/5664, 7-13=-359/1035, 7-12=-1185/206, 8-12=-186/1918, 8-11=-2166/325, 9-11=-592/5550 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. 0 L(C Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc. Q. Q PD 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 toQ� ••��SOO '•• stC N '•� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. V Q 0 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; �� •� enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip U DOL=1.33 PE 44018 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. �: �Q 6) Provide adequate drainage to prevent water ponding. ; 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ON 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, with BCDL = 10.Opsf. 10) Refer to girder(s) for truss to truss connections. November 22;0 c7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 7},� Ridge r--��, I truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Wheat TS ld g e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVIiT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback rS1111C)I!1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log g eiV!SOri, Job Truss Truss Type Qty Ply 715A PC 849056249 715A_PC_GR B3 Roof Special Girder 1 q J Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:42 2016 Page 2 ID:CYHD1 gYxH PPz3CROFKM 1 DzzIA2s-3eW712es5bh54f2niuPZUsfdFPedcl_oivBupoyGgB? NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 17=1409, 10=582. 12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 Ib down and 140 Ib up at 10-0-12, and 7384 Ib down and 796 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7342(8) 20=-998 21=-998 22=-998 23=-899(B) 24=-899(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IMI R idg building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L �uildin Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 g ()IVlSOn Job Truss Truss Type Qty Ply715A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 8-9 >999 360 849056250 715A PC GR ci Roof Special 2 1 TCDL 10.0 Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 11:06:44 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-sSR8nSb7LA2Vwl JtntRiygx3FRrf7YsRVL9D57yGevP 4-2-1 8-0-10 11-7-0 16-5-8 21-9-8 27-1-8 32-9-0 4' 2-1 3-10-9 3-6-6 4-10-8 5-4-0 5-4-0 5x6 = 5.00 12 16 Scale = 1:64.9 2x4 II 10 5x8 = 4x6 = 4.6 11 5-11-4 5-7-12 4-4-0 0-6-8 8-0-0 Plate Offsets (X Y)— f5:0-5-0.0-3-121, [11:0-4-0,0-2-121, [13:0-2-0.0-3-01 8-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.17 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.03 8-9 >999 240 Weight: 181 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E 'Except' except end verticals. 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. 9-11: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=569/0-3-0 (min. 0-1-8), 11=2081/0-5-8 (min. 0-3-7), 15=597/Mechanical Max Horz 15=-317(LC 11) Max Uplift 8=-148(LC 11), 11=-285(LC 11), 15=-93(LC 10) Max Grav 8=578(LC 15), 11=2081(LC 1), 15=853(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7221130, 5-6=0/711, 6-7=-506/239, 7-8=-851/292, 1-15=-273/54 BOT CHORD 14-15=0/689, 13-14=0/436, 4-13=-3751154, 5-11=-914/71, 8-9=-199/723 WEBS 3-14=-301352, 3-13=416/40,11-13=474/206, 5-13=0/694, 6-11=-844/238, 6-9=-30/545, 7-9=-457/198, 2-15=-793/106 NOTES - 1) Wind: ASCE 7-10; Vuit=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 A� 0 L%� will fit between the bottom chord and any other members. Q� F O 6) Refer to girder(s) for truss to truss connections.�••••••••'•• S SOOny• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 8, 285 Ib uplift at O2f� joint 11 and 93 Ib uplift at joint 15. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and U referenced standard ANSI/TPI 1. PE 44018 LOAD CASE(S) Standard '. •' Q �O'c��_••••••••••• November 222016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil'1 A heat at I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y V' I LI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Stora e, delive erection antl bracin of trusses and truss s stems, see ANSI/TPIi Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback L 9 ry, 9 y Y 9 P uilding [�It sI Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Job Truss Truss Type oly Ply 715A PC DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 849056251 715A_PC_GR C2 Roof Special 7 1 Vert(LL) -0.11 4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:44 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-?OetAjf6dCypJyC9pJS 1ZHk_DKD4gr59Dg?thyGgAz 4-2-1 8-0-10 11-7-0 18-8-8 25-10-0 29-1-12 32-9-0 3-9- 4-2-1 3-10-9 3-6-6 7-1-8 7-1-8 3-3-12 3-7-4 -0-o 3x6 N 5x6 11 5.00 12 19 3x5 11 4x6 — 12 11 3x4 = 2x4 3x4 = 0 Scale = 1:65.8 NOTES - 5-11-4 5-7-12 7-1-6 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Q 21- 7-0-8 0- -0 3-3-12 3-7-4 _ Plate Offsets (X Y)— f5:0-1-14.0-0-01, [6:0-4-6 0-4-81, [6:0-0-0,0-2-121, [13:0-4-8 0-3-41 j.16 0-3-4 Edge] DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d _ PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.11 4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.25 14-15 >999 240 PE -44018 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 13 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.06 4 >999 240 Weight: 180 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12,9-11. 14-16,5-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=257/0-3-8, 13=1833/0-5-8, 18=1247/Mechanical Max Horz 18=-322(LC 11) Max Uplift 9=-69(LC 11), 13=-312(LC 11), 18=-116(LC 10) Max Grav 9=263(LC 16), 13=1833(LC 1), 18=1325(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1484/207, 3-4=-2456/378, 4-5=-2526/302, 5-7=0/435, 7-8=-28/493, 1-18=-301/55 BOT CHORD 17-18=0/1220,16-17=0/1350, 4-16=433/195, 13-14=-82/1234,7-13=-547/224 WEBS 2-17=0/317, 3-16=-240/1515,14-16=-105/1441, 5-16=0/994, 5-14=-645/151, 5-13=-1878/235, 8-13=-372/100, 2-18=-1479/154 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs R Ng 0 Ll�F�s non -concurrent with other live loads. •••.•.••• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• SOON •• f 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 �: �00 Oti 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) 9 except Qt=1b) PE -44018 13=312,18=116. '• t• k ss�ON• November 22,201,'-- L,t.y .,. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not j a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r7 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile!• wheat R (�� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite lo rn a. o, 6trlin(7 air+lt ' Job Truss Truss Type City Ply 715A PC LUMBER- BRACING - TOP CHORD 849056252 715A_PC_GR C3 Roof Special 1 1 except end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:45 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-TDCFN3gkOW4gx6nMNOzG6VH7udaEp6HEOtOYP7yGgAy 4-2-1 8-0-10 11-7-0 I 18-3-8 I 25-3-8 4-2-1 3-10-9 3-6-6 6-8-8 7-0-0 3x4 46 = 5.00 12 3 14 9 8 7 2x4 I 4x12 = 3x4 II Scale = 1:58.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.55 BC 0.72 WB 0.87 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well L/d -0.12 9 >999 360 -0.31 11-12 >980 240 0.13 7 n/a n/a 0.08 9 >999 240 PLATES GRIP MT20 185/144 Weight: 127 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallatiQ[i REACTIONS. (Ib/size) 7=1250/Mechanical, 12=1250/Mechanical guide. Max Horz 12=-223(LC 6) Max Uplift 7=-198(LC 11), 12=-132(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1519/252, 3-4=-1518/245, 4-5=-2565/386, 5-6=-1433/242, 6-7=-1187/231 BOT CHORD 11-12=-44/1189,10-11=-183/2255,4-10=-99/877 WEBS 2-11=-4/312, 3-11=-118/848, 4-11=-1306/294, 8-10=-226/1493, 5-10=-16/1035, 5-8=-1144/283, 2-12=-1516/208, 6-8=-161/1246 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 7=198,12=132. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPII Duality Criteria, DSE-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. nrso02 e. PE -44018 7 44o� N O Fss/ON� November 22016 .:ttv 01 rut Wheat R MiTek" 7777 Greenback La aBuild mg D Job Truss Truss Type Qty Ply 715A PC I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 849056253 715A_PC_GR D1 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r Job Reference (optional) Alpine Lumber CO., Commerce Gny,G0.80U22 d.U3u s bep ZV ZUIb Vitt eK Inaustrles, Inc. I ue NOV ZZ MI:JU:411 ZUIb rage 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-xPmebPhM9gCXYGLYxkUVeigPB15NYmPOdX96xayGgAx -1-0-0 9-11-12 19-11-8 i20-11-8 11-00 9-11-12 9-11-12 Scale = 1:35.2 I 46 — 10 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R �' 0 t7 02•� 30, 31, 32, 25, 24, 23, 22, 21, 20. �O 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. V PLATES GRIP MT20 197/144 Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-8, Right 2x4 SPF No.2 1-6-8 REACTIONS. All bearings 19-11-8. (lb) - Max Horz 2=71 (LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 Max Grav All reactions 250 Ib or less at joint(s) 2, 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. ccsss 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 PDO L rC will fit between the bottom chord and any other members. O��••• Soo/v, C> N 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 27, 28, 29, �' 0 t7 02•� 30, 31, 32, 25, 24, 23, 22, 21, 20. �O 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. V PE -44018 i November 22,2Q16 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/092015 BEFORE USE. aeaea Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat "Q a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W1, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane DWI! t3!'> Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. Building Q - Job Truss Truss Type Qty Ply 715A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056254 715A PC GR D2 Common 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:46 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-xPmebPhM9gCXYGLYxkUVeigKClyMYiLOdX96xayGgAx -1-0-0 5-1-109-11-12 { 14-9-14 19-11-8 120-11.8 1-0-0 5-1-10 4-10-2 4-10-2 5-1-10 1-0-0 Scale= 1:35.2 5x6 = 4x12 = 412 = 3x9 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 2-10 >656 240 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 8 n/a n/a BCILL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 10 >999 240 Weight: 74 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x4 HF Stud 2-8-8 REACTIONS. (Ib/size) 2=1078/0-5-8, 8=1078/0-4-8 Max Horz 2=71 (LC 10) Max Uplift 2=-156(LC 10), 8=-156(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-17411270,4-5=-1340/175,5-6=-1340/175.6-8=-1741/270 BOT CHORD 2-10=-241/1513, 8-10=-170/1513 WEBS 5-10=0/531, 6-10=-477/200, 4-10=-477/199 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=156,8=156. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. and is for an individual building component, not Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ll�F2 :0 sooyv • a e0 0: 'Z 2• PE,44018 4 :Q U0N• �� November 22,20R- Wheat 2,20 Wheat Ri MiTek' 9e 7777 Greenback Lane BLliid Suite 109 lT1 � Divi., , Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing 849056255 715A_PC_GR D3 Common 2 1 Max Uplift 1=-133(LC 10), 7=-130(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1716/271, 3-4=-1303/171, 4-5=-1296/174, 5-7=-1655/253 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-1-10 4-10-2 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:47 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2S-PbKOolh_w7KOAQwkUR?kBwMWGQJyH9dXrBvfTOyGgAw 5x6 = 4-7-14 4-11-6 Scale: 3/8"=T 3x9 — LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TPI2007 CSI. TC 0.37 BC 0.57 WB 0.30 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.14 1-8 >999 360 Vert(TL) -0.38 1-8 >614 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.04 1-8 >999 240 PLATES GRIP MT20 185/144 Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 165OF 1.5E 2-8-0 [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 1=979/0-5-8, 7=979/Mechanical Max Horz 1=70(LC 12) Max Uplift 1=-133(LC 10), 7=-130(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1716/271, 3-4=-1303/171, 4-5=-1296/174, 5-7=-1655/253 BOT CHORD 1-8=-244/1493, 7-8=-151/1400 WEBS 3-8=-474/202, 4-8=0/504, 5-8=-386/183 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t=1b) 1=133,7=130. p0 LICc SOON'0.. ;U PE -44018 0, I, nit 't � November 22,20 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall Nil' KIT eat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° V V is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSE-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.09. _ . ___. n„11r11r1Q [a1Vl Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud "Except` 849056256 715A—PC—GR D4 Common Girder 1 REACTIONS. (Ib/size) 1=6547/0-5-8, 5=7422/Mechanical Max Horz 1=66(LC 27) Max Uplift 1=-718(LC 10), 5=-785(LC 11) ob Reference o tionat Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:48 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-uou005ichRSEoaVx29Wzk7vhvgclOUFh4reDOSyGgAv 5-6-2 9-11-12 i 14-5-6 19-7-0 5-6-2 4-5-10 4-5-10 5-1-10 Scale = 1:31.4 5x8 II 4x12 = 3x12 II 10x10 = 3x12 II 4x12 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.38 BC 0.69 WB 0.79 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.15 7-8 >999 360 Vert(TL) -0.28 7-8 >817 240 Horz(TL) 0.08 5 n/a n/a Wind(LL) 0.08 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 211 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud "Except` 3-7: 2x4 SPF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=6547/0-5-8, 5=7422/Mechanical Max Horz 1=66(LC 27) Max Uplift 1=-718(LC 10), 5=-785(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1 2258/1289, 2-3=-9135/970, 3-4=-9172/974, 4-5=-12480/1291 BOT CHORD 1-8=-1176/11084, 7-8=-1176/11084, 6-7=-1105/11220, 5-6=-1105/11220 WEBS 3-7=-619/6424, 4-7=-3222/417, 4-6=-239/3020, 2-7=-3091/424, 2-8=-223/2724 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: 2x8 - 2 rows staggered at 0-3-0 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; C1=1.1 DO LI ('F�s psf OSP 5) Unbalanced snow loads have been considered for this design. �� •'•�so •••f C> N %�� 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' Q �2 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) Refer to girder(s) for truss to truss connections. PE -44018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=718, 5=785. 'fl i i Q' 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 835 Ib down and 111 Ib up at - O'•• ��.'•.��•�� ' 1-0-4, 833 Ib down and 113 Ib up at 3-0-4, 1305 Ib down and 136 Ib up at 5-0-4, 1305 Ib down and 136 Ib up at 7-0-4, 1305 Ib down and 136 Ib up at 9-0-4, 1305 lb down and 136 Ib up at 11-0-4, 1305 Ib down and 136 Ib up at 13-0-4, 1305 Ib down and 136 SS�ON Ib up at 15-0-4, and 1305 Ib down and 136 Ib up at 17-0-4, and 1233 Ib down and 148 Ib up at 18-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. November 22,2016 4;liy of ,& WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.y�� for individual building Wheat h eat R i Nil' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is an component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R,Uildlflg ❑tVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 L e Job Truss Truss Type Qty Ply 715A PC 849056256 715A_PC_GR D4 Common Girder 1 job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:48 2016 Page 2 ID: CYH D 1 gYxHPPz3C ROFKM 1 DzzIA2s-uou005ichRSEoaVx29Wzk7vhvgclOU Fh4reDOSyGgAv LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 11= -835(B)12= -833(B)13= -1305(B)14= -1305(8)15= -1305(B)16= -1305(6)17= -1305(B)18= -1305(B)19= -1305(B)20= -1233(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notfar a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing M iTeiC- Wheat "ea t fl i d e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 ti r o<maDivison) Job Truss Truss Type Qty Ply 115A PC PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 849056257 715A_PC_GR Et Roof Special Supported Gable 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:49 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-M_RmDRjFSla5Qk47cs1 CGLStuE4kl4MgJVOmYuyGgAu -3-0-04-0-0 11-3-0 20-0-0 1-0-0 3-0-0 4-0-0 7-3-0 8-9-0 1 -0 -Or 4x6 = IIS 3x4 9 Io Scale = 1:51.2 Plate Offsets (X Y)-- [2:0-0-0.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 MT20 197/144 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 19 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 19 n/r 120 Weight: 129 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. k recommends that Stabilizers and required cross bracing WEBS 2x4 SPF No.2[b�ei,.,iLstalled OTHERS 2x4 SPF No.2 during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=299(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except 20=-104(LC 9), 2=-301 (LC 6), 34=-104(LC 6), 35=-247(LC 14), 21=-236(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 20, 27, 28, 29, 30, 31, 32, 35, 26, 25, 24, 23, 22, 21, 33 except 2=740(LC 27), 34=278(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. N90 LIC,, 6) All plates are 2x4 MT20 unless otherwise indicated. F/jj 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 14-0 oc. �Q� •e•••sooN .• F� O DO 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1- 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 10) will fit between the bottom chord and any other members. PE 44018 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except Qt=1b) 20=104, 2=301, 34=104, 35=247, 21=236. • �� O � .. -90U ON November 22;2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not M a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 11 eat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac ane Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ gding DIViS0171 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - TOP CHORD 849056258 715A -PC -GR E2 Roof Special 5 1 except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:50 2016 Page 1 I D: CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-qA?8RnktD2iyl tfJAaYRpY_x 1 eMjUMnzX97J4LyGgAt -3-0-04-0-0 11-3-0 15-5-12 20-0-0 �1-0-0 3-0-0 4-0-0 7-3-0 4-2-12 4-6-4 1-0-0' 6x6 O 2.4 11 3x9 = bxtl - I9 Scale = 1:50.4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012[TPI2007 CSI. TC 0.72 BC 0.44 WB 0.91 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.09 8-9 >999 360 -0.23 8-9 >999 240 0.04 8 n/a n/a 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins, 1-3:2x6 SPF 1650E 1.5E except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except'[b�ainstallecl ek recommends that Stabilizers and required cross bracing 3-9.4-9: 2x4 SPF No.2 during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 2=1258/0-5-8.8=1054/0-5-8 guide. Max Horz 2=299(LC 9) Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1763/248, 3-4=-989/186, 4-5=-883/201, 5-6=-475/117, 6-8=-505/152 BOT CHORD 2-10=-300/1531, 9-10=-293/1536, 8-9=-25/730 WEBS 3-9=-953/323, 4-9=-78/516, 5-8=-716/88 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=198,8=128. Do LrC_ November 2272016 ,A WARNING - Veft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/03t2015 BEFORE USE. q Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �W Wheat heat Riuge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback anejildiitq Divisor, . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056259 715A PC GR F1 Common Structural Gable 1 1 Max Horz 10=59(LC 9) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:512016 Page 1 ID:CYHD 1 gYxHPPz3CROFKM t DzzIA2s-IMZXe71V_Mgpf 1 E WIH4gLmXCl1 iB DzP7mpttcnyGgAs it 1-0-0 4-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 06 = Scale = 1:30.9 10 46 = 3x9 = 8 46 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.27 BC 0.43 WB 0.31 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.13 9-10 >999 240 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 197/144 Weight: 90 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 recommends that Stabilizers and required cross bracing enstalled during truss erection, in accordance with Stabilizer [MjTek allation guide. REACTIONS. (Ib/size) 10=852/0-3-8, 8=852/0-3-8 Max Horz 10=59(LC 9) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-300/83, 6-8=-300/83 BOT CHORD 9-10=-109/752, 8-9=-95/752 WEBS 4-9=-0/280,3-10=-791/141, 5-8=-791/141 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 14-0 oc. 0 LIC 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SPO sf�0 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 ••••••••••• �� •• soot' •. will fit between the bottom chord and any other members. �O O 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2 10=125.8=125. PE -44018 W1 sm. � M � Sm 2a AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. t h Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �' V e ,.r/� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W� a 1 R1V ge building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ 11 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenbac ' aWding � Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109VI30fj Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056260 715A—PC—GR F2 Common 3 1 Max Horz 10=59(LC 9) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:52 2016 Page 1 ID: CYH D1 gYxHPPz3C ROFKM 1 DzzIA2s-mZ7vrT171gygHBpiH_bvuz4KMR2OyPfG?TcQ9DyGgAr r -1-0-0 4-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 4x6 = Scale = 1:30.9 10 4x6 = 3x9 = 8 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.47 BC 0.43 WB 0.38 Matrix -R DEFL. in (loo) I/deft Lid Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.14 9-10 >999 240 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=852/0-3-8, 8=852/0-3-8 Max Horz 10=59(LC 9) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-302/83, 6-8=-302/83 BOT CHORD 9-10=-109/751, 8-9=-95/751 WEBS 4-9=-0/280, 3-10=-788/141, 5-8=-788/141 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30,0 psf on overhangs non -concurrent with other live toads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) PO 0 L/C 10=125, 8=125. ���.•""'•.��cf' i PE -44018 Novembe 22,2016 U; ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Wheat B., 1� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not VVI 1 ea t n (d g D a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®I' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 GreenbacktanUding Divison f Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 "1.._ -_ _ e Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056261 715A_PC_GR F3 Common 1 1 Max Hoa 9=79(LC 7) Max Uplift 9=-123(LC 10), 7=-96(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:52 2016 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-mZ7vrT171gygHBpiH_bvuz4K8R2iyPwG?TcQ9DyGgAr 4-0-4 7-9-0 11-2-12 _ 15-0-0 r 1-0-0 4-0-4 3-8-12 3-5-12 3-9-4 4x6 = ' 3x9 = 4x6 = 4x6 = Scale= 1:28.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrPI2007 CSI. TC 0.49 BC 0.41 WB 0.36 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.05 8-9 >999 360 Vert(TL) -0.14 8-9 >999 240 Horz(TL) 0.02 7 n/a n/a Wind(LL) 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 65 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=831/0-3-8, 7=732/Mechanical Max Hoa 9=79(LC 7) Max Uplift 9=-123(LC 10), 7=-96(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-758/120, 4-5=-753/125, 2-9=-301/83 BOT CHORD 8-9=-116/723, 7-8=-98/675 WEBS 4-8=0/260, 3-9=-753/139, 5-7=-735/129 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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. P� 0 LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) �F/%/ *' 9=123. V��: soo/ ;sFO 0 •' z�� PE -44018 0. • X08/ON November 22 16 , Gft4 of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. �/y�p., Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note • ' I recd a Rj"" i ..:, - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �?UliCitOC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see pNSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan + Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^` n Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; TOP CHORD 2x4 SPF No.2 TOP CHORD 849056262 715A_PC_GR G1 Common Supported Gable 1 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-27 non -concurrent with other live loads. job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:53 2016 Page 1 ID: CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-ElhH3omlWz4XuLOuri69RBcberTUhveQE7MzhgyGgAq ,1-0-0 10-0-0 20-0-0 31-0-0 11-0 10-0-0 10-0-0 1-0 4x6 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 3x4 = 3x4 Scale = 1:56.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.12 BC 0.12 WB 0.14 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) 1/deft L/d 0.00 18 n/r 120 0.00 17 n/r 120 0.01 19 n/a n/a PLATES GRIP MT20 197/144 Weight: 139 Ib FT = 20 LUMBER- BRACING - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 9-27 non -concurrent with other live loads. MiTek recommends that Stabilizers and required cross bracing 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. �Q` e4' e•••eeeee.. sf be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. allation guide, (lb) - Max Horz 34=323(LC 7) • . 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Max Uplift All uplift 100 Ib or less at joints) 27, 28, 29, 30, 31, 32, 26, 25, 24, 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 PE -44018 23, 22, 21 except 34=-168(LC 4), 19=-184(LC 7), 33=-167(LC 8), 20=-31 O(LC 9) e 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except Qt=lb) 34=168, 19=184, 33=167, 20=310. Max Grav All reactions 250 ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, lassoo •••• 25, 24, 23, 22, 21, 20 except 34=305(LC 15), 19=338(LC 9) N FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. DIC �rL, 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. �Q` e4' e•••eeeee.. sf ; SOON •. �. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). �00 O% 8) Gable studs spaced at 1-4-0 oc. • . 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 U 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 PE -44018 will fit between the bottom chord and any other members. e 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except Qt=lb) 34=168, 19=184, 33=167, 20=310. lassoo •••• N November ,2016 , ® WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. {� f i✓ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR N f�, 3 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �1Te l.' v " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback ane ,.6`3��L'r Ft Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109. 0.0 A Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056263 715A_PC_GR G2 Common 2 1 Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-536/129, 3-4=-845/214, 4-5=-845/214, 5-6=-535/129, 2-10=-557/167, Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:54 2016 Page 1 ID:CYHD 1 gYxH P Pz3CROFKM 1 DzzIA2S-ixFfG8nNGHCOWvz4PPdOzO9jRFiiQF_ZSn5XD6yGgAp 11-0-0 5-1-12 10-0-0 14-10-4 20-0-0 $__it -O -Qi 1-0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0 of 4x6 = 10 a 8 4x8 = 3x9 = 48 = Scale = 1:56.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI. TC 0.31 BC 0.50 WB 0.58 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.11 8-9 >999 360 Vert(TL) -0.29 8-9 >814 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.02 9 >999 240 PLATES GRIP MT20 185/144 Weight: 100 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 2x4 SPF No.2, 2-10.6-8: 2x6 SPF 165OF 1.5E k recommends that Stabilizers and required cross bracing Fbe.h.,'istalleclduring truss erection, in accordance with Stabilizer In t allation guide, REACTIONS. (Ib/size) 10=1075/0-5-8, 8=1075/0-5-8 Max Hoa 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-536/129, 3-4=-845/214, 4-5=-845/214, 5-6=-535/129, 2-10=-557/167, 6-8=-557/167 BOT CHORD 9-10=-136/807,8-9=-27/717 WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " 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. PD 0 LIC 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ��Q`ejeeeeeeeF/�ii 10=134,8=134. �Q . so ON •%F� :ZOO O% PE -44018 November 2`,201�fiily of ' AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7473 rev. 10/03/2015 BEFORE USE. 1. C'l 1l q Design valid foruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' y v hec?- P% `5 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [jjV ISO fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback an BUl�d in Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' 849056264 715A—PC—GF G3 Flat Girder 1 Max Uplift 10=-506(LC 4), 6=-602(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2544/523, 1-2=-6133/1307, 2-3=-6133/1307, 3-4=-6550/1392, 4-5=-6550/1392, Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:55 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-A8pl UUo?1 bKF8fYHy78dWbhtxfzl9fPjhRr4lYyGgAo 5-0-14 10-0-0 14-11-2 20-0-0 4 5-0-14 -11-2 4-11-2 5-0-14 Scale = 1:33.6 2x4 11 3x9 = 2x4 11 4x12 = 3x5 11 5x10 = 2x4 5x10 = 3x5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.33 BC 0.80 WB 0.76 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.25 8 >939 360 Vert(TL) -0.46 8 >510 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.17 8 >999 240 PLATES GRIP MT20 185/144 Weight: 179 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' 1-10,5-6:2x6 SPF 1650F 1.5E, 1-9,5-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=2640/0-5-8, 6=2824/0-5-8 Max Horz 10=73(LC 5) Max Uplift 10=-506(LC 4), 6=-602(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2544/523, 1-2=-6133/1307, 2-3=-6133/1307, 3-4=-6550/1392, 4-5=-6550/1392, 5-6=-2721/618 BOT CHORD 9-10=-161/547, 8-9=-1769/8270, 7-8=-1769/8270, 6-7=-154/666 WEBS 1-9=-1255/5892, 2-9=-1119/321, 3-9=-2250/479, 3-7=-1811/383, 4-7=-1365/372, 5-7=-1320/6207 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: 2x4 - 1 row 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 DO Lr 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 ot�,N C�� 5) Provide adequate drainage to prevent water ponding. loads. �� •••'Soo •'• r% C> N '•• 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 �' O ! r� 0 will fit between the bottom chord and any other members. U 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 ' 10=506,6=602. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 Ib down and 101 Ib up at �0 • �✓� �� 2-0-12, 3491b down and 101 Ib up at 4-0-12, 349 Ib down and 101 Ib up at 6-0-12, 349 lb down and 101 Ib up at 8-0-12, 349 Ib down and 101 Ib at 10-0-12, 399 Ib down and 106 Ib up at 12-0-12, 399 Ib down and 106 Ib up at 14-0-12, and 518 Ib down .���•��•.•' Ss�ONA—_ up and 143 Ib up at 16-0-12, and 518 Ib down and 143 Ib up at 18-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. ,•�^� Novefnber 22,E I b ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall heat Rid W9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La pjVjS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 n uiiding Job Truss Truss Type Qty Ply 715A PC 849056264 715A_PC_GR G3 Flat Girder 1 Job Reference o lional Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:55 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-A8pl UUo?1 bKF8fYHy78dWbhtxfzl9fPjhRr4lYyGgAo 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (Ib) Vert: 1=-109 3=-329 11=-329 12=-329 13=-329 14=-329 15=-379 16=-379 17=498 18=498 / city of ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. W he t Rid 9e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�r®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piVison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback L 71)lidlflg Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 115A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056265 715A—PC—GR H1 Common 3 1 MT20 185/144 (Roof Snow=30.01 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 aml:J s Sep 29 2016 MI I ek Industries, Inc. Tue Nov 22 09:39:bb ZU18 Nage 1 ID:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-ABpl UUo?l bKF8fYHy78dWbhpNf3U9kYjhRr4lYyGgAo 3: 4-6-4 4-2-12 4-2-12 4-6-4 '1-0-0 4x6 = 4 10 9 8 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 9-10 >999 360 MT20 185/144 (Roof Snow=30.01 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2012rrP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 87 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud `Except' BOT CHORD 4-9: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=952/0-5-8, 8=952/0-5-8 Max Horz 10=291(LC 7) Max Uplift 10=-119(LC 8), 8=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/112, 3-4=-739/189, 4-5=-739/189, 5-6=-441/112, 2-10=-478/146, 6-8=-477/146 BOT CHORD 9-10=-120/703, 8-9=-22/622 WEBS 4-9=-106/451, 5-9=-257/204, 3-9=-257/203, 3-10=-557/94, 5-8=-557/93 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) o 0 0101 10=119,8=119. ro SOON • •rS zo 02 PE -44018 November .201 'tY of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 10/03/2015 BEFORE USE. VVI 1 C Q t t � � � Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ,, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" guilding DTVI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 _ - - - Job Truss Truss Type Qty Ply 115A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056266 715A PC GR H2 Common 2 1 Max Horz 9=-281 (LC 6) Max Uplift 9=-95(LC 8), 7=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:56 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI D7zlA2s-fKNQhgoeouS6lo6TWgfs2pE_72PjuBlsw5aelyGgAn 4-6-4 8-9-0 12-11-1217-6-0 118-6-Oi 4-61 4-2-12 4-2-12 4-6-4 1-0-0 3x6 11 !I 4x6 = 9 8 7 5x6 = 3x9 = 5x6 = I9 Scale= 150.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' B DL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress In YES Code IRC2012/TP12007 CSI. TC 0.62 BC 0.40 WB 0.44 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.08 8-9 >999 360 Vert(TL) -0.19 8-9 >999 240 Horz(TL) 0.02 7 n/a n/a Wind(LL) 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 85 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8: 2x4 SPF No.2 iTeink recommends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer be nstallation guide. REACTIONS. (Ib/size) 9=857/0-5-8, 7=955/0-5-8 Max Horz 9=-281 (LC 6) Max Uplift 9=-95(LC 8), 7=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-488/109, 2-3=-744/189, 3-4=-743/189, 4-5=-441/112, 1-9=-422/119, 5-7=-477/146 BOT CHORD 8-9=-120/712, 7-8=-22/625 WEBS 3-8=-106/458, 4-8=-257/204, 2-8=-265/204, 2-9=-506/99, 4-7=-561/93 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Qt=1b) 7=119. L/�F� O�PD0 �4 ;.•'•SOON • ,SFO �2 :��UO PE -44018 ? o• .0 9 a o � Ss�ON' November 201EIty of A -RN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A91-7473 rev. 101032015 BEFORE USE. for individual building ry + R y y idgE Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is an component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Divisor fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109, _ _-_. Job Truss Truss Type Qty Ply 715A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056267 715A PC GR H3 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 Job Reference (optional) Alpine Lumber Go., Commerce Gity,CD.80022 6.u3u s sep 29 Zulu MI I eK industries, Inc. we Nov 22 U9:39:bt 2U1ti rage 1 ID:CYHD1gYxHPPz3CROFKMI DzzIA2s-7WwovApGZCazNyhf4YA5bOn9uSlxded?81KBgRyGgAm 1 4-6-4 B-9-0 12-11-12 17E-0 4-6-4 4-2-12 4-2-12 4-6-4 3x6 11 46 = 3 6 7 6 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wlnd(LL) 0.01 7 >999 240 Weight: 84 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650E 1.5E WEBS 2x4 HF Stud "Except" BOT CHORD 3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 8=860/0-5-8, 6=860/0-5-8 Max Horz 8=-261 (LC 6) Max Uplift 8=-94(LC 8), 6=-94(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/110, 2-3=-748/189,3-4=-748/189. 4-5=-4881109,1-8=-422/119,5-6=-422/119 BOT CHORD 7-8=-137/699, 6-7=-39/635 WEBS 3-7=-106/464, 4-7=-265/205, 2-7=-265/204, 2-8=-510/99, 4-6=-510/98 Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 8, 6. ease...Poo crcF41 soot; •.s, i° 02 PE -44018 November 2 ;2016 `\ :..h1 of A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010712015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not W heat Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ;viSO fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L Building Q Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.99, _ - - Job Truss Truss Type Qty Ply 715A PC TOLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.06 1-8 >999 360 849056268 715A_PC_GR H4 Common Girder 1 q TCDL10.0 Rep Stress Incr NO WB 0.83 Horz(TL) J Job Re eren e (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:58 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-bjUA6WquKWiq?6GseFiK8EJKys38M?79NP3kMtyGgAl I 4-5-6 8-9-0 13-0.1017-6-0 4-5-6 4-3-10 4-3-10 4-5-6 5x8 II 8x12 II _ .. tl ._ ._ / _ o -- 8x12 3x12 II 8x8 = 3x12 Scale = 1:50.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.06 1-8 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.13 1-8 >999 240 TCDL10.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 5 n/a n/a •. •'e BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 1-8 >999 240 Weight: 368 Ib FT = 20 BCDL 10.0 PE -44018 1=1610,5=1121. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at �O 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1834 Ib down and 257 Ib up at 3-5-4, 1834 Ib down and 257 Ib up at 5-5-4, 1834 lb • • �� LUMBER- �� ••��•�� BRACING - /ON TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF h e a t r11 sd ry Wheat ' V V Tl U `J BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Diviso 3-7: 2x4 SPF No.2 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ----- WEDGE Left: 2x6 SPF 165OF 1.5E, Right: 2x6 SPF 1650F 1.5E ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAIL HOLES MUST BE FILLED AS REACTIONS. (Ib/size) 1=12224/0-5-8,5=8477/0-5-8 PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Max Horz 1=241(LC 20) MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER Max Uplift 1=-161O(LC 8), 5=-1121(LC 9) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-12267/1631,2-3=-7313/1080,3-4=-7294/1078,4-5=-10276/1381 BOT CHORD 1-8=-1179/8727, 7-8=-1179/8728, 6-7=-914/7234, 5-6=-914/7234 WEBS 3-7=-1229/8759, 4-7=-2281/455, 4-6=-483/3877, 2-7=-4365/715, 2-8=-820/6588 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 2 rows staggered at 0-5-0 oc. 3) 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. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 O O Ct /ec, OQ�P 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1••'SAO •. •'e 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. V O N 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. : U G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 1=1610,5=1121. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at �O 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1834 Ib down and 257 Ib up at 3-5-4, 1834 Ib down and 257 Ib up at 5-5-4, 1834 lb • • �� down and 257 Ib up at 7-5-4, 1834 Ib down and 257 lb up at 9-5-4, 1834 Ib down and 257 Ib up at 11-5-4, and 1834 Ib down and 257 Ib up at 13-5-4, and 1834 Ib down and 257 Ib up at 15-5-4 on bottom chord. The design/selection of such connection device(s) �� ••��•�� /ON is the responsibility of others. LOAD CASE(S) Standard November 2 ,201(bity of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE.\ h e a t r11 sd ry Wheat ' V V Tl U `J Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Diviso fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ----- Job Truss Truss Type Qty Ply 715A PC �IH4 849056268 715A_PC_GR Common Girder 1 q J Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:58 2016 Page 2 I D:CYHD1 gYxHPPz3C ROFKM 1 DzzIA2S-bjUA6WquKWiq?6GseFiK8EJ Kys38M?79NP3kMtyGgAl LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 9=-1230(F) 10= -4928(F)11= -1834(F) 12=-1834(F) 13=-1834(F) 14= -1834(F)15= -1834(F) 16=-1834(F) 17=-1834(F) City of AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Wheat R i d g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe f{ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f21;(�Zng piVlsoR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba a e Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109_ _ Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry TOP CHORD 2x4 SPF No.2 TOP CHORD R49056269 715A_PC_GR J1 Common Supported Gable 1 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 recommends that Stabilizers and required cross bracing 7) Gable requires continuous bottom chord bearing. ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:58 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-bjUA6WquKWiq?6GseFiK8EJSjsB?MBP9NP3kMtyGgAl -1-0-17-9-0 15-6-0 16-6-0 i-0-0 7-9-0 7-9-0 1-0-0 ;I 46 = Scale = 1:30.1 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B D 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.10 BC 0.03 W 0.04 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d 0.00 15 n/r 120 -0.00 14 n/r 120B 0.00 16 n/a n/a PLATES GRIP MT20 197/144 Weight: 77 lb FT=20% LUMBER- BRACING - 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 recommends that Stabilizers and required cross bracing 7) Gable requires continuous bottom chord bearing. enstalled during truss erection, in accordance with Stabilizer [MiTek 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). sallation guide. REACTIONS. All bearings 15-6-0. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Q�NO0 (lb) - Max Horz 28=-59(LC 8) O fit between the bottom chord and any other members. Max Uplift All uplift 100 Ib or less at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 Max Grav All reactions 250 Ib or less at joint(s) 28, 16, 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web). 9) Gable studs spaced at 1-4-0 oc. ��CF T/11) 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Q�NO0 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 wideSODn/•�will O fit between the bottom chord and any other members. O12) (.11.0 Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s) 28, 16, 23, 24,25, 26, 27, 21, 20, 19, 18, 17.PE-44018 ON�'V November= 22,2016 7___._ Ridge AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. A Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*Qf: fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbaSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A PC LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 849056270 715A_PC_GR J2 Common 2 1 2x4 SPF No.2 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 except end verticals. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:59 2016 Page 1 ID: CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-3v2YJsrW5pghcGr2ByDZgRsXbGR15ZOIc3pluJyGgAk -1-0- 0 4-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 4x6 = Scale = 1:30.9 10 4x6 = 3x9 = 8 06 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' B DL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTP12007 CSI. TC 0.47 BC 0.43 WB 0.38 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.05 9-10 >999 360 -0.14 9-10 >999 240 0.02 8 n/a n/a 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 68 Ib FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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 except end verticals. WEBS 2x4 HF Stud P� 0 LIC BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 02F0 U recommends that Stabilizers and required cross bracing PE -44018 [MiT,ek nstalled during truss erection, in accordance with Stabilizer FSS • N /ON allation guide. REACTIONS. (Ib/size) 10=852/0-5-8, 8=852/0-5-8 Max Horz 10=-59(LC 8) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-302/83, 6-8=-302/83 BOT CHORD 9-10=-109/751, 8-9=-95/751 WEBS 4-9=-0/280, 3-10=-788/141, 5-8=-788/141 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=lb) P� 0 LIC 10=125, 8=125. �.�e`•••e•e•••F/�ti SOON 02F0 U PE -44018 FSS • N /ON November 2 , 016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE H1-7473rev. 10103/2015 BEFORE USE. , I� I t-. ,1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MI Y V h eat R ! d g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L ullding D!v!son Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 849056271 715A_PC_GR J3 Common Girder 1 Max Horz 2=-56(LC 29) Max Uplift 2=-904(LC 10), 8=-956(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-7830/1224, 4-5=-6826/1084, 5-6=-6828/1085, 6-8=-7834/1228 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:00 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-X5cwXCs8s7zYEQQElgkoDfPgWgnUgvDSrjYrRmyGgAj -1-0-04-0-4 f 7-9-0 1 11-5-12 15-6-0 I 16-6-0 r 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0.0 6x6 = Scale= 1:29.8 1Ox14 II 3x9 II 8x8 = 3x9 II 10x14 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.59 BC 0.41 WB 0.79 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.07 11-12 >999 360 Vert(TL) -0.13 11-12 >999 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.04 11-12 >999 240 PLATES GRIP MT20 174/144 Weight: 214 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x8 SPF 1950F 1.7E 2-3-0, Right 2x8 SPF 1950F 1.7E 2-3-0 REACTIONS. (Ib/size) 2=5815/0-5-8,8=6139/0-5-8 Max Horz 2=-56(LC 29) Max Uplift 2=-904(LC 10), 8=-956(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-7830/1224, 4-5=-6826/1084, 5-6=-6828/1085, 6-8=-7834/1228 BOT CHORD 2-12=-1054/6762, 11-12=-1054/6762, 10-11=-1003/6786, 8-10=-1003/6786 WEBS 5-11=-632/4188, 6-11=-546/151, 6-10=-252/1788, 4-11=-517/145, 4-12=-252/1797 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 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-6-0 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for of min roof live load of 16.0 or 1.00 times flat roof load of 30.0 on overhangs L/t; F greater psf psf Op •• sCc� non -concurrent with other live loads.•••SOO live live loads. • N •% C� 7) This truss has been designed for a 10.0 psf bottom chord load nonconcurrent with any other 8) ' 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! ; Q r0 O?.: will fit between the bottom chord and any other members. . U . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 ' 2=904,8=956. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at O '. e' Q 2-0-12, 1481 Ib down and 241 Ib up at 4-0-12, 1481 Ib down and 241 Ib up at 6-0-12, 1481 Ib down and 241 Ib up at 8-0-12, 1481 _:P Ib down and 241 Ib up at 10-0-12, and 1418 Ib down and 232 Ib up at 12-0-12, and 1418 Ib down and 232 Ib up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. s �' /ON LOAD CASE(S) Standard Novembe 2,2QI& of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. — Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ni a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Divison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback e Suite 109 Job Truss Truss Type Qty Ply 715A PC 849056271 715A_PC_GR J3 Common Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:00 2016 Page 2 ID: CYH D t gYxH PPz3C ROFKM 1 DzzIA2s-X5cwXCs8s7zYEQQElgkoDfPg WgnUgvDSrjYrRmyGgAj 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 12=-1481(B) 13=-1481(B) 14=-1481(B) 15=-1481(B) 16=-1481(B) 17=-1418(B) 18=-1418(B) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 101032015 BEFORE USE. ,-I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the DIVlSOf1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L r[Uildinq Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type City Ply 715A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 849056272 715A_PC_GR V1 Valley 1 1 recommends that Stabilizers and required cross bracing [MiekT einstalled during truss erection, in accordance with Stabilizer Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7-10-8 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:01 2016 Page 1 ID: CYH D1 gYxHPPz3C ROFKM 1 DzzIA2s-?IAJkXsmdR50sa?RJNF1 IsxxF3BjZXab3M IPzCyGgAi 15-9-0 5x6 = 7-10-8 Scale = 1:24.9 8 7 6 3x4 2x4 II 2x4 II 2x4 II 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDBCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.21 BC 0.09 WB 0.08 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Lid n/a n/a 999 n/a n/a 999 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [MiekT einstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. All bearings 15-9-0. (lb) - Max Horz 1=46(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-105(LC 10), 6=-105(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=379(LC 1), 8=434(LC 14), 6=434(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-302/59, 2-8=-347/145, 4-6=-347/145 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except (jt=lb) 8=105, 6=105. 1 Mi'011111 November ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Rid a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 21 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Uli(jtTl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback L g DIV150fi Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109, Job Truss Truss Type Qty Ply 715A PC in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 849056273 715A PC_GR V2 Valley 1 1 Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Go., Commerce Gity,CU.8UU22 5-10-8 b.UJU S sep zv zuib MI I eK Inaustrles, Inc. I Lie NOV ZZ U8:4U:Ub ZUIb Nage 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-MFzCnFwvSzjhyLtO6xrCSwflT4twEodKDe?AePyGgAd 11-9-0 5-10-8 Scale= 1:18.5 5x6 = 4 3x4 i 2x4 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BBCLDL Code IRC2012/TP12007 Matrix -S Weight: 28 lb FT=20% ,0.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=229/11-9-0, 3=229/11-9-0, 4=570/11-9-0 Max Horz 1=33(LC 10) Max Uplift 1=-47(LC 10), 3=-53(LC 11), 4=-45(LC 10) Max Grav 1=239(LC 14), 3=239(LC 15), 4=570(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-411/106 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. RD0 LIc- A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �h J ea t Rid (�e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Nil) is always required forstabilhy and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fahrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Green ,d Wkgin9 pjVj Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite t99 - StDn Job Truss Truss Type Qty Ply 115A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 849056274 715A_PC_GR V3 Valley 1 1 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:07 2016 Page 1 ID:CYHD1 gYxHPPz3CR0FKM1 DzzIA2S-gRXa?bxXDHrYaVSafeMR?7BypUEHzGXUSIIjBsyGgAc 3-10-8 1 7-9-0 3-10-8 3-10-8 Scale= 1:14.1 4x6 = 2x4 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Verl(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 HOrz(TL) 0.00 3 n/a n/a 8CLL 0.0 Code IRC2012rrPI2007 Matrix -P Weight: 18 lb FT=20% B DL 0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing be if during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=158/7-9-0, 3=158/7-9-0, 4=313/7-9-0 Max Horz 1=20(LC 10) Max Uplift 1=-36(LC 10), 3=-39(LC 11), 4=-14(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. O�'��PD 0 LlCF� O SOOiye PE -44018 01 ON November 22.2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE.v Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p heat R�(NI y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WWI - fabrication, 4�e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the VI�Or! storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback rte ng Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056275 715A_PC_GR V4 Valley 1 1 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:08 2016 Page 1 I D: CYHD 1 gYxH PPz3C ROFKM 1 DzzIA2s-Ie5yCxy9zazPBel nDLtgXLk71 uasiiSdgyU Gj IyGgAb 4-7-14 _ 9-3-11 1 4-7-14 4-7-14 Scale = 1:16.8 5x6 = 4 3x4 % 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a LL Code IRC2012/TP12007 Matrix -R Weight: 22 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [,kTe be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=162/9-3-11, 3=162/9-3-11, 4=462/9-3-11 Max Horz 1=25(LC 10) Max Uplift 1=-31(LC 10), 3=-35(LC 11), 4=-44(LC 10) Max Grav 1=170(LC 14), 3=170(LC 15), 4=462(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-332/83 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. �: � SOON •• SFO PE -44018 ON November 22.2 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10103/2015 BEFORE USE. L� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat f �dgo a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WE bur design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mil is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lid g delivery, g Y ANSVTPl1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback a 1�9 bivison fabrication, storage, dative erection end bracing of trusses and truss systems, see Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^- Job Truss Truss Type Qty Ply 715A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056276 715A_PC_GR V5 Valley 1 1 Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City, C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:08 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-Ie5yCxy9zazPBe1 nDLtgXLk9euZLijWdgyUGjlyGgAb 2-7-14 _ _ 5-3-11 2-7-14 2-7-14 3x4 = 2X4 2x4 Scale = 1:9.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -P Weight: 11 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer F allation guide. REACTIONS. (Ib/size) 1=192/5-3-11, 3=192/5-3-11 Max Horz 1=12(LC 10) Max Uplift 1=-26(LC 10), 3=-26(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 6�p,D 0 LICF� 0 S Oyy • ;`SF4 X00 �2 ;C) PE -44018 Fss�ON •• November 0,201 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. �/h r� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not eat R - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Id-o— building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" s is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the U!/(//, fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L e oll/jSUn Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. _ _- Job Truss Truss Type Qty Ply 115A PC in (loc) I/defl L/d PLATES GRIP TCLL 30.0 849056277 715A_PC_GR V6 Valley 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:09 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-mgfKQHzoku5Gpoczn3Ov4YHIBIwER8wmvcEgFkyGgAa 8-0-7 8-0-7 4x6 = 3x4 // 8 9 7 10 6 3x4 2x4 11 2x4 2x4 Scale = 1:41.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 55 Ib FT = 20 B DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Studbistallecl ek recommends that Stabilizers and required cross bracing during truss erection, in accordance with Stabilizer allation guide. REACTIONS. All bearings 16-0-14. (lb) - Max Horz 1=-197(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 8=-208(LC 8), 6=-208(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=402(LC 13), 8=507(LC 13), 6=507(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-371/242, 4-6=-370/241 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 8=208,6=208. L1CF2 C13O 01. ;U PE -44018 F'Ss�0N November ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not [ eat Ric g a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary Ind permanent bracing WOWB is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the uf(ajn fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan 9 �jUISOn Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ --- Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 849056278 715A_PC_GR V7 Valley 1 1 WB 0.15 Horz(TL) 0.00 5 n/a n/a All bearings 14-0-14. BCLL 0.0 Code IRC20121TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.U3U s Sep 29 2018 MI I ek Industries, Inc. I ue Nov 22 09:40:09 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-mgfKQHzoku5Gpoczn3Ov4YHIKIwTR8VmvcEgFkyGgAa 7.0-7 7-0-7 4x6 = 3 3x4 8 7 6 3x4 2x4 11 2x4 11 2x4 11 Scale= 1:36.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 [MiTek einstalled during truss erection, in accordance with Stabilizer TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a All bearings 14-0-14. BCLL 0.0 Code IRC20121TPI2007 Matrix -R Weight: 47Ito FT=20% BCDL 10.0 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=311(LC 1), 8=411(LC 13), 6=411(LC 14) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [MiTek einstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. All bearings 14-0-14. (lb) - Max Horz 1=171(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-180(LC 8), 6=-180(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=311(LC 1), 8=411(LC 13), 6=411(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-331/217.4-6=-330/216 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) 8=180, 6=180. �tp00 LIC v0�;: 'e SOoN ..sO p� p .Z 2: ;U G; PE -44018 November 22,2016 ,y of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032 y, 015 BEFORE USE. y V heat ea t R I d g Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek gUlldlflg Divlso is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^ Job Truss Truss Type Qty Ply 715A PC L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 849056279 715A_PC_GR V8 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Go., Commerce Cr y,G0.9U022 6.U3U s bep 2V ZU1b MI I ek Inouslfles, Inc. I ue NOV 22 U9:4u:tu YURi Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-EODidczQVCD7RyB9Lmv8dmpT_iGeAcJw8GzNnAyGgAZ 6-0-7 6-0-7 4x6 = 3 3x4 // 8 7 6 3x4 2x4 2x4 2x4 11 Scale = 1:31.3 LOADING (psf] SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 I'v ix -R Weight: 38 lb FT=20% BCDL _ 1.0.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing [nbe intalldduring truss erection, in accordance with Stabilizer stallation uide. REACTIONS. All bearings 12-0-14. (lb) - Max Horz 1=-145(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=317(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. WEBS 2-8=-315/209, 4-6=-314/209 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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 ft between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb) 8=165,6=165. November, 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. fit ,! Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� eat 1 \ iU g e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenbr q�ding DIVISOn Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.31 Vert(LL) Ilia n/a 999 MT20 185/144 (Roof Snow=30.0) 849056280 715A_PC_GR V9 Valley 1 1 WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:10 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-EODidczQVCD7RyB9Lmv8dmpSKiFJAcUwBGzNnAyGgAZ 5-0-7 5-0-7 4x8 3x5 // 4 3x5 \� 2x4 11 Scale = 1:26.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) Ilia n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 30 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=241/10-0-14, 3=241/10-0-14, 4=445/10-0-14 Max Horz 1=-120(LC 6) Max Uplift 1=-36(LC 8), 3=-47(LC 9), 4=-35(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-286/68 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. ND0 LI�F� Soo/v%.Fo °i U 0; PE -44018 i November 22 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411.7473 rev. 10/0312015 BEFORE USE.1., �r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat 1 eat R U a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 19 !' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Building Dills Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ` Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 849056281 715A_PC_GR V10 Valley 1 1 WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rfP12007 Matrix -P Job Reference (optional Alpine Lumber Go., Commerce Grty,CU.50022 ts.uau s Sep za /U 10 Nu I eK mausines, Inc. 1 us NO z2 uy:µuv-I ZU 10 rage -I ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-?IAJkXsmdR50sa?RJNF1lsxw33BPZYzb3MIPzCyGgAi 4-0-7 4-0-7 4x6 = 2 4 2x4 '5� 2x4 II 2x4 �� Scale = 1:22.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rfP12007 Matrix -P Weight: 23 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=216/8-0-14, 3=216/8-0-14, 4=295/8-0-14 Max Horz 1=-94(LC 4) Max Uplift 1=-46(LC 8), 3=-54(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiekTrecommends that Stabilizers and required cross bracing einstalled during truss erection, in accordance with Stabilizer stallation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �p00 Llc 'o SO°N ':sFo 02 PE -44018 November ,201 @,ity of Wheat MiTek Building Din 7777 Greenback Lan Job Truss Truss Type oly Ply 115A PC Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0)Lumber 849056282 715A_PC_GR V11 Valley 1 1 WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:02 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-TUkhyttOOkDFTjadt5mG14U72TYUl?Xk101 yVeyGgAh 3-0-7 6-0-14 3-0-7 3-0-7 ' Scale = 1:17.7 46 = 4 2x4 ii 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 17 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=156/6-0-14, 3=156/6-0-14, 4=214/6-0-14 Max Horz 1=68(LC 5) Max Uplift 1=-33(LC 8), 3=-39(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. SOON e`SFO �p0 �2 PE -44018 ON November N November A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat R►d9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing riTk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIi Quality Criteria, DSB-89 and SCSI Building Component 7nbac anetVjSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Z_'.ldjn9 D Job Truss Truss Type Qty Ply 715A PC in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL R49056283 715A_PC_GR V12 Valley 1 1 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:02 2016 Page 1 I D:CYH D t gYxH PPz3CROFKM 1 DzzIA2s-TUkhyttOOkDFTjadt5mG14U9TTXj I?t k101 yVeyGgAh i 2-0-7 4-0-14 207 207 3x4 = 2 2x4 i 2x4 O Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 10 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. that Stabilizers and required cross bracing rii,TesIt.recommends nlledduring truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 1=163/4-0-14, 3=163/4-0-14 Max Horz 1=-42(LC 4) Max Uplift 1=-19(LC 8), 3=-19(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. �p,P00 LI�F� Soo/v% �O O� U� PE -44018 .cFss,ON November 21-2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Wheat Ridge building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback ,iJ Ilam DIVISof1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109, _ _ -_ _ 9 Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 849056284 715A_PC_GR V13 Valley 1 1 WB 0.10 Horz(TL) 0.00 5 n/a n/a All bearings 11-8-5. BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:03 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-xgl39Dul92L65t9pQoHVgH1 Hmttl1 RiuXgnV24yGgAg r 5-10-2 11-8-5 5-10-2 5-10-2 4x6 = 3x4 /i 6 7 6 3x4 O 2x4 12x4 I 2x4 I I Scale = 1:30.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 [MiTe.1 ntalledduring truss erection, in accordance with Stabilizer 1 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a All bearings 11-8-5. BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 37 lb FT = 20% BCDL 10.0 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=374(LC 14) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [MiTe.1 ntalledduring truss erection, in accordance with Stabilizer allation uide. REACTIONS. All bearings 11-8-5. (lb) - Max Horz 1=-140(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-318/212, 4-6=-318/212 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) 8=165, 6=165. 03 PDO LIcF� &;.•'• SOON • ,SFO X00 2 PE -44018 LNIS; •. November 2,2016, ty of ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. " Wheat R j d (� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" f3Ullding DMSO is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Job Truss Truss Type Qty Ply 715A PC L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) R49056285 715A_PC_GR V14 Valley 1 1 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES ob Reference o tional Alpine Lumber Co., Commerce CIty,C0.80022 C.UJU s Sep Z`J ZUlb MI I ex Inoustrles, Inc. I ue NOV ZZ U`J:4U:UJ ZUIb rage l ID:CYHD1gYxHPPz3CROFKM1D7zlA2s-xgl39Dul92L65t9pQoHVgHIGVtsw1RvuXgnV24yGgAg I 4-10-2 9-8-5 4-10-2 4-10-2 4x8 Q 2 3x5 "- 2x4 41 3x5 '� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 (Roof Snow- .0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rfP12007 Matrix -R LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=231/9-8-5, 3=231/9-8-5, 4=426/9-8-5 Max Horz 1=115(LC 7) Max Uplift 1=-34(LC 8), 3=-45(LC 9), 4=-34(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-274/65 Scale = 1:26.7 PLATES GRIP MT20 185/144 Weight: 28 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. �6�p00 LICF� sooty ;0 s�o 'r0 0 PE -44018 November ,2016 Cit of A WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridge a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbackeLill ding DiVisoR Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. ^ Job Truss Truss Type Qty Ply 115A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056286 715A—PC—GR V15 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 6.030 S Sep 29 2U1b MI I ek Industries, Inc. I ue Nov 22 U9:40:U4 2016 Nage 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-QtrRNZvfwMTzjlk? WpkNVZSoHDlmvnlmKWdaXyGgAf 3-10-2 7-8-5 3-10-2 3-10-2 46 = 2 4 2x4 2x4 II 2x4 �� Scale = 1:21.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a LL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 22 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud[ 'Terecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=204/7-8-5, 3=204/7-8-5, 4=280/7-8-5 Max Hoa 1=89(LC 5) Max Uplift 1=-43(LC 8), 3=-52(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ��p,DO t/CFI . 0 00. .0� A . 's PE -44018 i Novemb `r 22,?%%, AWARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10103/2015 BEFORE USE. Wheat R i d g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building DiviSon i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba Lane t Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 115A PC L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 849056287 715A_PC_GR V16 Valley 1 1 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 u.u3u s Sep 29 2uib ml I eK Inoustrles, Inc. I Ue NOV 22 U9:4U:U4 2U16 rage 'I ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-QtrRNZvfwMTzjl k?_WpkNVZUtHBvmvW1 mKW3aXyGgAf 2-10-2 5-8-5 2-10-2 2-10-2 Scale = 1:16.9 3x4 = 2 2x4 'i 2x4 \1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a RCL 10.0 * Code IRC2012ITP12007 Matrix -P Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=244/5-8-5, 3=244/5-8-5 Max Horz 1=-63(LC 4) Max Uplift 1=-28(LC 8), 3=-28(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing einstalled during truss erection, in accordance with Stabilizer stallation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. o`.••' 02 500/V**. � •o .• s° i PE -44018 i of AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE.Wheat Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �p e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a truss ng system Bracing intllcated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing WO Building Divison is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ... Job Truss pe Qly Ply 715A PC Plate Grip DOL 1.15 TC 0.04 Fvr.uls.SYTY MT20 1971144 (Roof Snow=30.0) 849056288 715A—PC—GR V17 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P JobReference (ootionah Alpine Lumber Co., Commerce City,C0.80022 8.U3U 5 Sep Zu 2U16 MI I eK Inaustnes, Inc. I ue Nov Z2 UVAU:U4 ZU1B rage l I D:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-QtrRNZvfwMTzj 1 k?_WpkN VZV9H DbmvW1 m KW3aXyGgAf 1-10-2 3-8-5 1-10-2 1-10-2 3x4 = 2 2x4 /i 2x4 '� Scale= 1:10.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 9 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=144/3-8-5, 3=144/3-8-5 Max Horz 1=37(LC 5) Max Uplift 1=-17(LC 8), 3=-17(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MIT'ek recommends that Stabilizers and required cross bracing enstalled during truss erection, in accordance with Stabilizer allation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. pD0 C/n O� e•0 SOON e ,`rF4 UO O� PE -44018 �0ON Novemb r 22,LQ1 llyof A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. `tRidge) Design valid for use only with MiTek® 'vh ea t connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane "n- 9 DIVIS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 A ^ e Job Truss CSI. TC 0.20 BC 0.10 WB 0.08 Matrix -R Oty Ply 715A PC849056289715A_PC_GR LUMBER- BRACING - FVusse TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 V18 1 1 M_'k recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MITek Industries, Inc. Tue Nov 22 09:40:05 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-u3PpavvHhfbgKBICYDKzwi6dOhZcVLaB_Gc6zyGgAe 7-7-8 -- _ 15-3-0 7-7-8 7-7-8 Scale: 1/2"=1' 6x6 = 8 7 6 3x4 % 2x4 II 2x4 II 2x4 II 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 0.0 L 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.20 BC 0.10 WB 0.08 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d n/a n/a 999 n/a n/a 999 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 40 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud[ M_'k recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-3-0. (lb) - Max Horz 1=44(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-102(LC 10), 6=-102(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=385(LC 1), 8=417(LC 14), 6=417(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-306/62, 2-8=-335/141, 4-6=-335/141 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except (jt=lb) 8=102, 6=102. p,D 0 Ll�F"�h ;••' sooty • ;sFo ?moo C2 PE -44018 November '/ON A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Wheat Rid i Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 191 V V h ea t Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I OW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Fn`e °Idln�� dIViSCf iy,� Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. Job Truss Truss Type Qty Ply715A PC Plate Grip DOL 1.15 TC 0.39 (Roof Snow=30.0) R49056290 715APC_GR _ V19 Valley 1 1 Rep Stress Incr YES WB 0.08 BCLL 0.0 Code IRC2012/TPI2007 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-7-8 8.030 s Sep 29 2016 MI I ek Industries, Inc. Tue Nov 22 09:4U:06 2U16 Page 1 ID: CYH D1 gYxH PPz3CROFKMI DzzIA2s-MFzCnFwvSzjhyLtO6xrC Swf1B4tEEojKDe?AePyGgAd 11-3-0 578 Scale = 1:17.8 5x8 = 2 4 3x4 % 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 TCDL 10.0 Rep Stress Incr YES WB 0.08 BCLL 0.0 Code IRC2012/TPI2007 Matrix -S B DL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=218/11-3-0, 3=218/11-3-0, 4=543/11-3-0 Max Horz 1=-32(LC 11) Max Uplift 1=-45(LC 10), 3=-50(LC 11), 4=-43(LC 10) Max Grav 1=227(LC 14), 3=227(LC 15), 4=543(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-391/101 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 27 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing enstalled during truss erection, in accordance with Stabilizer allation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires Continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. ��p,0 0 LIr;C G,�.•'�� SOON O :S U 43 PE -44018 E November ,201y of AWARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Ridge a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Lidding DIV160f1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback 9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. it 109 Job Truss Truss Type Qty Ply 715A PC 730 849056291 715A—PC-GR V20 Valley 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:07 2016 Page 1 ID: CYH D t gYxHPPz3C ROFKM 1 DzzIA2s-gRXa?bxXDHrYaVSafeMR?7BzKUAIzGGUSI IjBsyGgAc 3-7-8 7-3-0 3-7-8 3-7-8 Scale = 1:13.3 3x4 = REACTIONS. (Ib/size) 1=290/7-3-0, 3=290/7-3-0 Max Horz 1=-19(LC11) Max Uplift 1=-39(LC 10), 3=-39(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-337/95, 2-3=-337/95 BOT CHORD 1-3=-66/278 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. p,90 LICF Soo/v% < UO O. PE -44018 2640Y A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 rev. 10/022015 BEFORE USE. heat R i d g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing III,"ar is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ing Divison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 G7.eVn#.V1"Ae Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 2x4 % 7-3-0 2x4 730 Plate Offsets (X Y)-- [2:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC2012lTPI2007 Matrix -P Weight: 15 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing enstalled during truss erection, in accordance with Stabilizer [MiTek allation guide. REACTIONS. (Ib/size) 1=290/7-3-0, 3=290/7-3-0 Max Horz 1=-19(LC11) Max Uplift 1=-39(LC 10), 3=-39(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-337/95, 2-3=-337/95 BOT CHORD 1-3=-66/278 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. p,90 LICF Soo/v% < UO O. PE -44018 2640Y A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 rev. 10/022015 BEFORE USE. heat R i d g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing III,"ar is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ing Divison fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 G7.eVn#.V1"Ae Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. coo D co -u Vv c) m (n Z Q r N 'D r 0)cn m O N y —1 y ° m D :.� z n X mo m ,y O r W0 II r z d O 00 n oa c°c°pdd a m w O o a : D �m�n�CD0 D 0M O vi 0 �' p 7 C� pOj N n 7 (D p o SpGln4 � O �0 m c o �•c � n Z 5 ET j (D T. 0 ° � ID g o+_ . D��n Z °3�a na (�0' O CD NQ-CD cN ��y' °' na3N23 D Q 3 a .n. 0 IDcam' N N. p- . a p� n C .K. r (D O 3 (D (D N (D y 'A C `G CD ^(DD (D Z 0 oo°= m °wy mC°0 O y3 N°' ons oN �aNva O N - o�oom ot�D2o0 n(Dm'< D (DN°- aCD y 0 3'ymm O (u - N m yo�InW00 �@ 00 d �p� v o° � (D iv g0' N crF! DL0 m m i m� mac' 0-j ° o' ° m 3 O ° D nv, CD 0 ° m n�CD °° Z NCDom� m v m3 ° -�.a Z m =0 3 - °` U �' �n F 60o ami 0° 0' �09�0 -I m_ _ N D O�• N 7 (D (10j 3 O N Vi N (/1 N C S N a C (U � O 0 O N N � O p 7 p � O N O Q 7 (D a O C p N G (D (D �. ° N. Q S N N (D (D ° N N N O d Q y p (D _ N °' N X N Z CD n `Z W 7 O O 0 a N 7 (D O (D N O C N c0 C cr -' O 7 N pj Ol CD (D X p 3 O .C-. (D D_ O 7 N 7 0 N N (D N ID N c c c T C C7 � c 2 M ;u 2 TOP CHORD v 93 NN ca n p 3 0 m O z co ci-a S o m C: (2) co c 0 m y mzccn (n -91 C ;u ch TDa i (D IDm Qw ) w M- ID -0 1 �z Vimm r o (n m p 0 m o m a < �� o f �x N O -�i� �m NO � /� SCD (D N (D (o N� m y y; v 0 m = \ V (D '+ C N a U) a W2-7 N N N (D U) m m > j X a a 0 3 �. © 0— �� X� O v �z 0 m (n -(Da' ON (j N ? Q 4 Co r- T D m X i wcn N 0 o m m �m �1 m's m CL N �c (n w m o O N L rr (D D 0 N Z 0--1 m x m o z < m ` m rn w3-5 w N. o S 3S ° Dfix' z m y D 1 �� U �9e qn m oz (D m 0a N E Cn O cn T. N N (D 1 (A C4-5 A (D (n 00 m TOP CHORD -n DC 7n d;U "o mC dp C) 5F oo -u C-) D v Cn°c' ) �go<pm Om»a 3'cmw. @G m OeO <o o xm owcc `m d �oa O o � �x FD cD ON O m y jID o c `° d m °3 �m - (7D po 3 �m o _. O ID Q 0dNO L O 3 0 N 1 N O p N dN . m �3 < m 2 `< my 0. .0 Cn //u^���3 T. a-0 I'D 0-c ND 12 3 y �mmm A o? O m d m N j 6 N QD G) a Cn d m -`m^ m. c ° an -Cu ID dv�Cmao m' 3Nm ID CQ —�h m Nm '(D < oa()c m' Sc 25 3 m •`" m mm m`o �' ma� o N a a o N,mID mo n L� O, N d m J d N O cr Whea F"Oo Building ai°'' U 00 ol L: 0 C (U a; D _a E Z 01 ar cp CD cc cc cc 0) lw m 4-1 cr " 0 CL a) CC i Z3 ui 0) E 0 0 X ' > v X C: ap 0 E u ui u E •aro v �&� Mm 0 0 07) -C I -J >,0 00co 00 0 W%- c-0 w 0) v 0 2)0 LU 0 cu a, U E CL c c Ln :3 n E E 0 m rn > > 0 0.0 00 M J-- M w 'ODM E roU C% E > co 0 42 -.VI Ln Ul cu cn mo 0 6 Q Z 0 m 0 " I 0. Z I'D (D -0 VI c Q1 LU x tm 0 Ln c x Ln o n 0 N Z V) mo •o r, mo "0 3- V c c o Lu Lu cic Uj Lu cr- (a m =CL m CL LL LL LLJ LI) Li ra 4' N to (N yrV-t (4 LD C; 0 4A Lu z E .2 0 v, Ln r\j m C) in 'Q- m LL E E a E 0 a) q) — - - 2�2 q) —m C 0) Q--L- 2 5, oj CO C3) m m N 0 at .64 w o o 0 > L 41 m 0 ui 0 0 LL r WE Z M w 4.0 m E .W r � � V) 0 Q) E C 0 CL C 0 X Q LiE < c M ro C: c � j - .. x= - �m (U o -C > C: (1) 0 0 0) a) 1 9) - ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Whe Remington Homes Template - 715 FB - Wheat Ridge - F Mandatory Requirements Inspection Status Results are projected J Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. J Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above, ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. J Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete, nergyLogic ann1Y •is PnrlyM1 enr•ars. HERS Index Target Reference Horne HERS 86 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 73 As Designed Home HERS 59 As Designed Home HERS w/o PV 59 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 52.3 34.8 Cooling 11.5 5.4 Water Heating 10.9 7.8 Lights and Appliances 37.4 29.2 Total 112.1 77.2 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cast Savings $/yr Type of Emissions Reduction Heating 280 Carbon Dioxide (CO2) - tons/yr 5.0 Cooling 73 Water Heating 41 Lights & Applicances 283 Generation Savings 0 Total 677 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National P ravrt.,f Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading d the existttv ence� of mechanical systems may have been changed prior to calculating loads T Wheat Ridge ing IECC 2012 Performance Compliance Property Remington Homes 5272 Quail St Wheat Ridge, CO 80033 Template - Remington - 715 FB Whe Template - 715 FB - Wheat Ridge - F Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Coaling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total 405.3 Performance-based compliance passes by 6 8% M Inspection Status Results are projected Annuai Energy Cost IECC 2012 Performance $686 $134 $148 $967 $936 $0 $1,903 (Dnergyllogic an¢I,.i., IntlpM1l.. ant-.��. 402.4.1.2 402.5 Air Leakage Testing Area -weighted average fenestration SHGC r 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed $628 $126 $148 $902 $919 $0 $1,821 Design exceeds requirements for IECC 2012 Performance compliance by 6.8%. Name: Peter Oberhammer Signature: Alt, Jz�./____._..,, Organization: EnergyLogic Date: Aug 09, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1748 IECC 2012 Performance compliance results calculated using Ekotrope"s energy algorithm, which is a RESNET Accredited IECC Rating Too city of Wheat Ridge uilding I, M�. j Property Organization Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Yes Conditioned Volume [cu. ft.] Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Single family detached General Building Information Number Of Bedrooms 1 Number Of Floors _3_ — 1 Conditioned Floor Area [sq. ft.] 4,302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB Plan Community Wheat Ridge Basement Wall Name BsmVGarage Un Bsmt/Ground Unfinis Library Type Height Above Grade Depth Below Grade Perimeter (QnergyLogic Location Interior Shell Location R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space R-19 Draped Full 1 7 175.2 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped Full NIA IJ)A Yes 19 Slab Name Library Type Perimeter Floor Grade Bsmt Uninsulated 22-1 Below Grade Slab Library List Name Wali Construction Type Uninsulated Wood Frame /Other Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location 1 23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Completely Undersiab Insulation Perimeter Insulation Perimeter Insulation R Insulated?. Width [ft] Depth [ft] Value No 0 0 0 /00 Framed Floor I Name Library Type Carpet R Floor Grade Surface Area Location Interior Shell Location s Building DivLsor Property Organization Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Location Interior Shell Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Absorptance Framed Floor Library List Name F 12" R50 16"OC BF G1 46.08006 Exterior cant Rim Joist Name Library Type Ambient R 23.0 Garage R 23.0 Rim Joist Library List Name R R 23 0 23 Wali Inspection Status Results are projected Surface Area Location 1762 sq. ft. Exposed Exterior 47.2 sq. ft. Unconditioned. attached garage QnergyLogic pn dt�4if. InfiOpi. dnfvpr f. Interior Shell Location Cundilioned Space Conditioned Space Name Library Type Common Wall Emfttance Solar Surface Calor Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 0.9 075 Medium 587.8 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 130.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 471.8 sq. ft Unconditioned, Conditioned Blown Fiberglass attached garage Space Kneewall 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 312.8 sq. ft. Attic Conditioned Blown Fiberglass Space Left 2x6 2x6 R23 16'0C 0 0.9 0.75 Medium 616.0 sq. fl. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 525 2 sq ft Exposed Exterior Conditioned Blown Fiberglass Space Wali Library List Name F c r,►dge Building Summary QnergyLogic Property Organization '"°`Y`l.' 1-19h1' Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Glazing Name Library Wail BasememOverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientati( Surface Location Interior Assignment Assignment Type Assignme Wall Deptti Ft To Top Ft To Winter Summer Winter Summer Front 2x6 Area Shell Assignme Ext riolt/h t ace Garage R 5 Garage Bottom Shading Shading Shading Shading Ext gtl(irtin Space A f�i Location Back 2x6 301 30 Back 2x6 0 0 0 085 0.7 1 1 i East 232.0 sq. Exposed Conditlone ft. Exterior Space Back bsmt .301.30 Bsmt/Grou 0 0 0 0.85 0 7 0 7 0.7 East 40,0 sq Exposed Conditione Unfinis ft. Exterior Space Front 2x6 .301.30 Front 2x6 0 0 0 0.85 0.7 1 1 West 11.3 sq. Exposed Conditone ft. Exlerior Space Left 2x6 .30/ 30 Left 2x6 0 0 0 085 0 7 1 1 North 90.0 sq. Exposed Conditione ft. Exterior Space Left bsmt .301.30 Bsmt/Grou 0 0 0 0.85 0.7 0 7 0.7 North 40.0 sq. Exposed Condition Unfinis ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 South 38.0 sq. Exposed Conditione ft. Exterior Space Right bsmt .301.30 6SMUGrou 0 0 0 085 0 7 0.7 0.7 South 20.0 sq Exposed Concittione Unfinis ft. Exterior Space F Glazing Library Li Name 30 i() Skylight Skylight Library List Opaque Door Shgc 0.3 None Present None Present 3.33333 Name Library Type Wall Basement Wall Emittance Solar Surface Color Surface Area Location Interior Shell Assignment Assignment Absorptance Location _ City of Front 2x6 R 6.6 no storm Front 2x6 0.9 075 Medium 24.0 sq. ft. Ex ed Conditioned Ext riolt/h t ace Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft. Ex ed Condit 0 '8' Entry Ext gtl(irtin Space A f�i Property Organization Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Opaque Door Library List Name R R 5 Garage Entry R 6.6 no storm 6.59979 Inspection Status Results are projected (3nergyLogic anol��ls. Insight. anrr�rr. Roof Insulation Name Library 'type Roof -Deck Clay or Emittance Solar Surface Color Surface Area Area [sq. ft.] Concrete of Absorptance Tiles fiat R-50 BF 24"oc 2,156 No 0.9 0.9 Dark 2,156.0 sq- 111 Roof Insulation Library List Name Has Radiant Barrier R-50 BF 24"oc No 50.68123 Location Interior Shell Location Attic Conditioned Space Conditioning Equipment Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Air conditioner (3) 13SEER/36BTU 3 ton 0% 100% 0% Fuel -fired air 92.1 AFUE 180K 100% 0% 0% distribution (1) Water Heating (2) w62 EF 176 RE / 50g 0% 0% 100% Equipment Type: 13SEER136BTU 3 tort Fuel Type Electric _ Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtudh] 36 City of Wheat Ridge ,Building Divison Building Summary Property organization Remington Homes EnergyLogic 5272 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Bulider Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Equipment Type: 92.1 AFUE /80K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 02.1 AFIRE Heating Capacity [kBtu/hj 74 Use default EAE No EAE [kWh] 692 Equipment Type:. w62 EF 176 RE ! 50g Fuei Type Natural Gas Distribution Type Hydropic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal-) 50 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Whole House infiltration Infiltration Measurement Type 3 ACH at 50 Pa Blower -door tested Mechanical Ventilation Ventilation Type Ventilation Rate (Cubic Operational hours per day Feet i inutej Exhaust Only 7 a nergyLogic ... 1'..1.. 1-10W ¢, Inspection Status Results are projected Shelter Class 4 Fan Watts Runs once every three Energy Recovery Percent hours 1` Yes Lighting % Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting 100 0 0 Onsite Generation None Present Wheat Ridge Building Divison. Property Organisation Remington Homes Energy[_ogic 5272 Quail St Peter Oberhammer Wheat R.Idge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Onsite Generation Library List None Present Solar Generation None Present Solar Generation Library List None Present au Distribution System Distribution Type Heating Equipment Cooling Equipment Sq. Feet Served # Return Grilles Supply Duct R Value Retum Duct R Value Supply Duct Area [sq_ ft.] Return Duct Area [sq. ft.] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM @ 25Pa] Total Leakage Duct Test Conditions Use Default Flow Rate Duct 1 Duct Location Percent Supply Area Percent Return Area Duct 2 Duct Location Percent Supply Area Percent Return Area Duct 3 Duct Location Percent Supply Area Percent Return Area Duct 4 Duct Location Percent Supply Area Percent Return Area Duct 5 Duct Location Percent Supply Area Percent Return Area Duct 6 Forced Air _ Fuel -fired air distribution (1) T Air conditioner (3) 4302 4 0 0 1161.54 860.4 1 1 Post -Construction Yes Conditioned Space 100 100 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 (nergyLogic ona�raks. ieagn�. ann...n. }"i!')�k"�kY` B1�3`9Y'lk`3}�2'�iJHYdY�F%YMYaWH en,yxLk!M"Yt(.8.db.W.4N'Yiti!X ..j['W�?�?Yri":'m*:k•'3. City of Wheat Ricig , DiVISrlry Property Organization Remington Homes EnergyLogic 5272 Quail St Peter Oherhammer Wheat Ridge , CO 80033 No Hot Water Recirculation System? Builder Template - Remington - 715 FB Wheat Ridge - EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Ceiling Fan Has Ceiling Fan No Cfm Per Watt 100 Water Distribution Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length Ift] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes Dryer i' Fuer Type Cef Field Utilization Clothes Washer Label Energy Rating Electric Rate Annual Gas Cost Gas Rate Capacity linef t'. Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction 'Range? Refrigerator Consumption Notes Electric 2 61739 _ Timer Controls 487 kWh/Yeai $0.087kWh $23.00 $0-69/Therm 3.2 0.80737 Standard 0.67 Electric No No 500 kWhfYear Inspection Status Results are projected QnergyLogic City of N Wheat Ridge `Building Div:s_". Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Designed By: McKennon Piil Project Date: Friday, July 21, 2017 Project Comment: Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Design_ Data Reference City: Arvada, Colorado Building Orientation: Front door faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 [51h Figures Total Building Supply CFM: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,551 Volume (ft3) of Cond. Space: 41,488 Building Loads Total Heating Required Including Ventilation Air: 45,135 Btuh 45.135 MBH Total Sensible Gain: 22,557 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,557 Btuh 1.88 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i city 1 E1�at Rt t eU�td�n9 D,��So M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Z c�i-1 0��_ 73 101 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac -.Residential & Light Commercial HVAC Loads Elite Software Development, fnc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 Duct Sizing inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.279 AC/hr 0.250 AC/hr 125 CFM 112 CFM Infiltration Actual: 0.322 AC/hr 0.297 AC/hr Above Grade Volume: X 26,968 Cu.ft. X 26,968 Cu.ft. 8,674 Cu.ft./hr 8,007 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 145 CFM 133 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (112 CFM) Summer Infiltration Specified: 0.250 AC/hr (112 CFM) City of Wheat Ridq Buiiding Divis M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Littleton, CO 80125 Load Preview Report Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Page 3 Scope Net ft.2 Ton /Ton Area Sen Gain Lat Gain Net Gain Sen Loss Sys Htg CFM Sys Clg CFM Sys Act CFM Duct Size Building 1.88 2,551 4,295 _ _]_j 22,557 -2,352 22,557 45,135 886 1,025 1,025 System 1 1.88 2,551 4,295 22,557 -2,352 22,557 45,135 886 1,025 1,025 25x17 Humidification 4,259 Zone 1 4,295 22,557 -2,352 22,557 40.876 886 1,025 1,025 10x17 1 -Laundry 75 1,120 -176 1,120 1,496 32 51 51 5 2 -Foyer 177 1,554 -97 1,554 1,600 35 71 71 6 3 -Study 168 1,171 -96 1,171 2,756 60 53 60 5,5 4 -Bath 73 509 -194 509 1,562 34 23 34 5 5 -Bedroom 3/Opt Study 160 891 80 971 1,534 33 40 40 5 6-Kitchen/Dining 418 4,927 -439 4,927 5,231 113 224 224 7,7,7 7 -Mud Room 76 323 -113 323 1,048 23 15 23 4 8 -Great Room 513 5,124 -497 5,124 7,126 154 233 233 7,7,7 9 -Master Bedroom 264 2,872 -183 2,872 3,875 84 131 131 7,7 10 -Master Bath 111 420 -68 420 815 18 19 19 5 11 -WC 20 256 -64 256 596 13 12 13 4 12-MstrWIC 99 431 -214 431 1,617 35 20 35 5 13 -Unfinished Basement 1,576 2,820 -190 2,820 8,976 195 128 195 5,5,5 14 -Crawl Space 565 139 -101 139 2,644 57 6 57 Not MDD: 1--4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. City of Wheat Ridge M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Runout 0.0003 7 281 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 62.7 Runout 0.0003 7 281 0.004 Up: ST -250 55 5.4 0.020 0.009 Rnd 18.7 7.7 44.1 0.013 Presize 75 34.2 0.395 0.405 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 91.9 Runout 0.0003 7 281 0.005 Up: ST -280 55 5.4 0.020 0.014 Rnd 24.8 7.7 67.1 0.019 Presize 75 45.5 0.389 0.411 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 84.2 Runout 0.0003 7 281 0.005 Up: ST -300 55 5.4 0.020 0.012 Rnd 24.8 7.7 59.4 0.017 Presize 75 45.5 0.391 0.409 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 84.2 Runout 0.0003 7 292 0.007 Up: ST -330 55 5.4 0.022 0.011 Rnd 32.0 7.7 52.2 0.018 Presize 78 58.6 0.390 0.410 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 82.8 Runout 0.0003 7 292 0.006 Up: ST -120 55 5.4 0.022 0.012 Rnd 26.7 7.7 56.1 0.018 Presize 78 48.9 0.390 0.410 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 84.7 Runout 0.0003 7 243 0.005 Up: ST -320 55 5.4 0.016 0.008 Rnd 31.0 7.7 53.7 0.013 Presize 65 56.8 0.394 0.406 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 58.8 Runout 0.0003 7 243 0.005 Up: ST -170 55 5.4 0.016 0.004 Rnd 31.0 7.7 27.8 0.009 Presize 65 56.8 0.398 0.402 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 49.6 Runout 0.0003 5 139 0.001 Up: ST -270 55 3.9 0.009 0.003 Rnd 15.0 5.5 34.6 Q.005 Presize 19 19.6 0.402CWheat 0.398 ui ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 33.2 Runout 0.0003 4 149 Fite Up: ST -160 128 3.1 0.0120.003 Rnd 7.7 4.4 25.5QjMPresize 13 8 0.403 0.397" M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 11 Page 5_ Manual D Ductsize Data - Duct System 1 - Supply (cont' ---Duct Name, etc. Runout 0.0003 Runout 0.0003 5 374 Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq. Len S PL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 38.3 Runout 0.0003 Runout 0.0003 5 374 0.004 Up: ST -290 55 3.9 0.052 0.016 Rnd 7.5 5.5 30.8 0.020 Presize 51 9.8 0.388 0.412 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 4-G, Effective Length: 43.5 Runout 0.0003 5 293 0.002 Up: ST -250 55 3.9 0.034 0.012 Rnd 6.8 5.5 36.6 0.015 Presize 40 8.9 0.393 0.407 ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 50.6 Runout Runout 0.0003 6 362 0.005 Up: ST -330 55 4.7 0.039 0.015 Rnd 12.2 6.6 38.5 0.020 Presize 71 19.1 0.388 0.412 ---Duct Name: SR -230, Supplies: Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 64.4 Presize Runout 0.0003 5 220 0.004 Up: ST -240 128 3.9 0.018 0.007 Rnd 24.0 5.5 40.4 0.012 Presize 30 31.4 0.395 0.405 ---Duct Name: SR -250, Supplies: Study, Fittings: 2-I, 4-H, Effective Length: 56.8 Up: ST -110 55 Runout 0.0003 5 220 0.005 Up: ST -220 128 3.9 0.018 0.006 Rnd 26.8 5.5 30.0 0.010 Presize 30 35.1 0.397 0.403 ---Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 57.8 M:\ ...\Remington Ho ... Quail St.rhv Runout 0.0003 5 249 0.006 Up: ST -300 128 3.9 0.023 0.008 Rnd 24.2 5.5 33.7 0.013 Presize 34 31.6 0.395 0.405 ---Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 47.4 Runout 0.0003 5 257 0.001 Up: ST -270 128 3.9 0.024 0.011 Rnd 2.7 5.5 44.8 0.011 Presize 35 3.5 0.396 0.404 ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-111, Effective Length: 25.1 Runout 0.0003 4 264 0.001 Up: ST -320 128 3.1 0.033 0.008 Rnd 1.5 4.4 23.6 D.008 Presize 23 1.6 0.399 .401 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 59.7 Runout 0.0003 7 292 .006 C-405 Up: ST -110 55 5.4 0.022 .007 Rnd 26.8 7.7 32.9 .013 Presize 78 49.2 0.395 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 11 Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 15.2 347 type Roughness Diameter Velocity SPL.Ducl Jpstream Temperature Width Loss/ 100 SPL.Fil Shape Length Height Fit.Eq.Len SPL.Tol Sizing CFM Area SP.Avail SPL.Cumu ---Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 347 0.000 Up: ST -110 55 20 0.013 0.000 Rect 0.7 10 0.0 0.000 Presize 482 3.3 0.408 0.392 ---Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 Trunk 0.0003 15.2 172 0.000 Up: ST -190 55 20 0.004 0.000 Rect 3.2 10 0.0 0.000 Presize 239 15.8 0.407 0.393 ---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 12.9 119 0.000 Up: ST -150 55 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 116 4.7 0.407 0.393 ---Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 246 0.000 Up: ST -260 55 20 0.007 0.000 Rect 1.0 10 0.0 0.000 Presize 342 5 0.408 0.392 ---Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 118 0.000 Up: ST -240 55 14 0.002 0.000 Rect 1.0 10 0.0 0.000 Presize 115 4 0.407 0.393 ---Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 146 0.000 Up: ST -280 55 14 0.003 0.000 Rect 1.0 10 0.0 0.000 Presize 142 4 0.407 0.393 ---Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 15.2 156 0.000 Up: ST -220 55 20 0.003 0.000 Rect 2.2 10 0.0 0.000 Presize 217 10.8 0.408 0.392 ---Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 176 0.000 Up: ST -300 55 20 0.004 0.000 Rect 1.5 10 0.0 0.000 Presize 244 7.5 0.408 0.392 ---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 15.2 241 0.000 Up: ST -330 128 20 0.006 0,000 Rect 3.5 10 0.0 0.000 Presize 335 17.5 0.408 0.392 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 _ ___ Page 7 Manual D Ductsize Data -Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 Trunk 0.0003 15.2 218 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 Trunk 0.0003 15.2 218 0.000 Up: ST -290 128 20 0.005 0.000 Rect 4.0 10 0.0 0.000 Presize 303 20 0.407 0.393 ---Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 Trunk 0.0003 15.2 218 0.000 Up: ST -200 128 20 0.005 0.000 Rect 0.7 10 0.0 0.000 Presize 303 3.3 0.407 0.393 ---Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 Trunk 0.0003 15.2 125 0.000 Up: ST -320 128 20 0.002 0.000 Rect 4.0 10 0.0 0.000 Presize 173 20 0.407 0.393 ---Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 Trunk 0.0003 12.9 79 0.000 Up: ST -270 55 14 0.001 0.000 Rect 2.5 10 0.0 0.000 Presize 77 10 0.407 0.393 ---Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 Trunk 0.0003 12.9 13 0.000 Up: ST -170 128 14 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 13 5.3 0.407 0.393 ---Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 181.7 Trunk 0.0003 22.4 347 0.000 Up: Fan 55 25 0.008 0.014 Rect 0.8 17 180.9 0.314 Presize 1,023 5.8 0.408 0.392 ---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 WhC,. Trunk 0.0003 15.2 403 0.000 Up: SMT -100 55 20 0.017 0.000 Rect 2.3 10 0.0 0.000 Presize 560 11.7 0.408 0.392 ---Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 WhC,. Trunk 0.0003 16.9 267 0.000 Up: SMT -100 55 25 0.008 0.000 Rect 2.7 10 0.0 0`.000 Presize 463 15.6 0.408 0.392 ---Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 WhC,. Trunk 0.0003 15.2 277 0.000 Up: ST -120 55 20 0.009 Bund;oQry,,0,�0,0 Rect 2.3 10 0.0 ddb Presize 385 11.7 0.408 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CQ 80125 Page 8 LManual D Ductsize Data - Duct System 1 - Supply cont'd ---Duct Name, etc. Runout 0.0003 Trunk 0.0003 12.9 223 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Runout 0.0003 Trunk 0.0003 12.9 223 0.000 Up: ST -230 55 14 0.007 0.000 Rect 1.8 10 0.0 0.000 Presize 217 7.3 0.408 0.392 ---Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 Runout 0.0003 Trunk 0.0003 12.9 178 0.000 Up: ST -180 128 14 0.004 0.000 Rect 0.7 10 0.0 0.000 Presize 173 2.7 0.407 0.393 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 62.6 Runout 0.0003 5 477 0.017 Up: ST -130 128 3.9 0.072 0.028 Rnd 23.5 5.5 39.1 0.045 Presize 65 30.8 0.363 0.437 ---Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Runout 0.0003 Trunk 0.0003 15.2 246 0.000 Up: ST -130 55 20 0.007 0.000 Rect 1.0 10 0.0 0.000 Presize 342 5 0.408 0.392 ---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 70.1 Runout 0.0003 5 477 0.022 Up: ST -150 128 3.9 0.072 0.028 Rnd 31.0 5.5 39.1 0.050 Presize 65 40.6 0.357 0.443 ---Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 119 0.000 Up: ST -310 55 14 0.002 0.000 Rect 1.8 10 0.0 0.000 Presize 116 7.3 0.407 0.393 ---Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 12.9 223 0.000 Up: ST -140 55 14 0.007 0.000 Rect 3.8 10 0.0 0.000 Presize 217 15.3 0.407 0.393 ---Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 241 0.000 Up: ST -210 128 20 0.006 0.000 Rect 4.0 10 0.0 0.000 Presize 335 20 0.407 0.393 C`rt ---Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 31.8 Runout 0.0003 5 477 0.004 (Buildul Up: ST -190 128 3.9 0.072 0.019 Rnd 5.2 5.5 26.6 0.023 Presize 65 6.8 0.384 0.416 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St 11 Littleton, CO 80125 Page 9 Manual D Ductsize Data - Duct S stem 1 - Supply cony ---Duct Name, eta Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F I Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 24 Number of active runouts: 21 Total runout outlet airflow: 1,130 Main trunk airflow: 1,023 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.443 SR -300 Return loss added to supply: 0.077 Total effective length of return ( ft.): 192.3 Crawl RA Total effective length of supply ( ft.): 274.9 SR -300 Overall total effective length ( ft.): 467.2 Crawl RA to SR -300 Design overall friction rate per 100 ft.: 0.107 (Available SP x 100 / TEL) System duct surface area (No Scenario): 876.1 Total system duct surface area: I 876.1 City of Wheat Ridt Building D M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM F vac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. ith &Willis HVAC LLC Remington Homes Quail Ridge Plan 715 5272 Quail St eton, CO 80125 Page 10 Manual D Ductsize Data - Duct S stem 1 - Return ---Duct Name, etc. 0.0003 Runout 0.0003 12.2 298 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Kitchen Low, Returns From: Kitchen/Dining, Fitting: 6-F, Effective Length: 28.6 0.0003 Runout 0.0003 12.2 298 0.000 Up: RT -190 75 16 0.013 0.004 Rect 0.5 8 28.1 0.004 Presize 265 2 -0.036 0.004 ---Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 28.8 0.0003 Runout 0.0003 7 150 0.001 Up: RT -230 75 5.4 0.007 0.001 Rnd 14.8 7.7 14.0 0.002 Presize 40 27.2 -0.038 0.002 ---Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 32.0 Runout 0.0003 6 306 0.005 Up: RT -230 75 4.7 0.028 0.004 Rnd 18.3 6.6 13.7 0.009 Presize 60 28.8 -0.031 0.009 ---Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 45.9 Runout 0.0003 7 225 0.001 Up: RT -160 75 5.4 0.013 0.005 Rnd 10.0 7.7 35.9 0.006 Presize 60 18.3 -0.034 0.006 ---Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 45.9 Runout 0.0003 7 225 0.001 Up: RT -200 75 5.4 0.013 0.005 Rnd 10.0 7.7 35.9 0.006 Presize 60 18.3 -0.034 0.006 ---Duct Name: Mstr Low B, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 120.0 0.0003 Runout 0.0003 7 243 0.003 Up: RT -130 75 5.4 0.015 0.016 Rnd 17.2 7.7 102.8 0.018 Presize 65 31.5 -0.021 0.018 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 95.5 Runout 0.0003 7 247 0.003 Up: RT -140 75 5.4 0.016 0.012 Rnd 17.3 7.7 78.1 0.015 Presize 66 31.8 -0.025 0.015 ---Duct Name: Mstr High A, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 52.3 Runout 0.0003 7 247 0.002 Up: RT -150 75 5.4 0.016 0.006 Rnd 15.5 7.7 36.8 O.OQ8 Presize 66 28.4 -0.032 0.008 ty of ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 31.6 (Wh Runout 0.0003 12.9 279 Q.000 Up:RT-210 75 14 0.010 0.003 Rect 0.7 10 31.0 0.003isc Presize 271 2.7 -0.037 0.003 :- M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential 8, Light Commercial HVAC Loads Elite Software Development, Ina Smith &Willis HVAC LLG Remington Homes Quail Ridge Plan 715 - 5272 Quail St Littleton, CO 80125 Pa e 11 Manual D Ductsize Data - Duct System 1 - Return (cont'o ---Duct Name, etc. Trunk 0.0003 16.9 210 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq. Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 16.9 210 0.000 Up: RT -220 75 25 0.005 0.000 Rect 1.0 10 0.0 0.000 Presize 365 5.8 -0.040 0.009 ---Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 16.9 243 0.000 Up: RT -180 75 25 0.006 0.000 Rect 0.8 10 0.0 0.000 Presize 422 4.9 -0.040 0.077 ---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 243 0.000 Up: RT -170 75 25 0.006 0.000 Rect 3.5 10 0.0 0.000 Presize 422 20.4 -0.040 0.077 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 243 0.000 Up: RT -120 75 25 0.006 0.000 Rect 1.8 10 0.0 0.000 Presize 422 10.7 -0.041 0.077 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 185 0.000 Up: RT -200 75 20 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 257 5.8 -0.040 0.019 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 142 0.000 Up: RT -160 75 20 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 197 9.2 -0.040 0.018 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 94 0.000 Up: RT -150 75 20 0.001 0.000 Rect 1.5 10 0.0 0.000 Presize 131 7.5 -0.040 0.018 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 47 0.000 Up: RT -140 75 20 0.000 0.000 Rect 6.7 10 0.0 0.000 Presize 65 33.3 -0.040 ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 161.2 Trunk 0.0003 18.6 542 CeA Up: Fan 75 25 0.022 Rect 1.0 12 160.2 Presize 1,130 6.2 -0.041 M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pa e 12 Manual D Ductsize Data - Duct System 1 - Return (cont`d _ 1 ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 315 0.000 Up: RMT -100 75 20 0.011 0.000 Rect 1.0 10 0.0 0.000 Presize 437 5 -0.041 0.020 ---Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 16.9 399 0.000 Up: RMT -100 75 25 0.015 0.000 Rect 2.5 10 0.0 0.000 Presize 693 14.6 -0.041 0.077 ---Duct Name: RT -190, Feeds From: Unfinished Basement, Effective Length: 7.3 Trunk 0.0003 12.2 298 0.001 j Up: RT -230 75 16 0.013 0.000 Rect 7.3 8 0.0 0.001 Presize 265 29.3 -0.039 0.005 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 8 344 0.003 Up: RT -110 75 6.2 0.024 0.005 Rnd 12.0 8.7 20.2 0.008 Presize 120 25.1 -0.033 0.008 ---Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 15.0 Trunk 0.0003 15.2 228 0.001 Up: RT -110 75 20 0.006 0.000 Rect 15.0 10 0.0 0.001 Presize 317 75 0.040 0.037 ---Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 12.9 279 0.000 j Up: RT -120 75 14 0.010 0.000 Rect 1.7 10 0.0 0.000 Presize 271 6.7 -0.040 0.003 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.4 Runout 0.0003 4 653 0.026 Up: RT -220 75 3.1 0.180 0.014 Rnd 14.7 4.4 7.8 0.040 Presize 57 15.4 0.000 0.040 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout Upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure to of the return side. Summary Number of active trunks: 14 Number of active runouts: 11 gv�1d1n9pr;`'�'a M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC W Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 13 Manual D Ductsize Data - Duct System 1 - Return cont'd Summar Total runout outlet airflow: 1,130 Main trunk airflow: 1,130 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.2 RT -190 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.040 Crawl RA Return loss added to supply: 0.077 Total effective length of return ( ft.): 192.3 Crawl RA System duct surface area (No Scenario): 463.8 Total system duct surface area: 463.8 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 14 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 495.3 10,258 0 13,437 13,437 j SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2310.7 9,884 0 2,050 2,050 R11 Draped -8: Wall -Basement, Custom, R11 Draped 636.8 2,305 0 40 40 R11 Draped -7: Wall -Basement, Custom, R11 Draped 355.8 1,274 0 14 14 R11 Draped -9: Wall -Basement, Custom, R11 Draped 177.1 625 0 1 1 R11 Draped -4: Wall -Basement, Custom, R11 Draped 419.6 1,583 0 67 67 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 32,116 0 17,809 17,809 People: 4 800 920 1,720 Equipment: 0 1,600 1,600 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 133 8,760 -3,152 2,228 -924 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.61 gal/day : 4,259 0 0 0 Total Building Load Totals: 45,135 -2,352 22,557 20,205 Check Figures Total Building Supply CFM: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,551 Volume (ft3) of Cond. Space: 41,488 Building Loads Total Heating Required Including Ventilation Air: 45,135 Btuh 45.135 MBH Total Sensible Gain: 22,557 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,557 Btuh 1.88 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. L M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM )ge Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 15 S stem 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 495.3 10,258 0 13,437 13,437 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2310.7 9,884 0 2,050 2,050 R11 Draped -8: Wall -Basement, Custom, R11 Draped 636.8 2,305 0 40 40 R11 Draped -7: Wall -Basement, Custom, R11 Draped 355.8 1,274 0 14 14 R11 Draped -9: Wall -Basement, Custom, R11 Draped 177.1 625 0 1 1 R11 Draped -4: Wall -Basement, Custom, R11 Draped 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 419.6 2151.8 1,583 2,970 0 0 67 2,109 67 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1575.6 2,174 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 32,116 0 17,809 17,809 People: 4 800 920 1,720 Equipment: 0 1,600 1,600 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 133 8,760 -3,152 2,228 -924 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.61 gal/day : 4,259 0 0 0 System 1 Whole House System Load Totals: 45,135 -2,352 22,557 20,205 Check Figures Supply CFM: 1,025 CFM Per Square ft.: 0.239 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,551 Volume (ft3) of Cond. Space: 41,488 System Loads Total Heating Required Including Ventilation Air: 45,135 Btuh 45.135 MBH Total Sensible Gain: 22,557 Btuh 100 % Total Latent Gain: -2,352 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,557 Btuh 1.88 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City C Wheat Building D � M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM )ge M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM a Ige son r" Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Page 17 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,496 32 5 1,120 -176 64 51 2 Foyer 177 1,600 35 6 1,554 -97 88 71 3 Study 168 2,756 60 5,5 - 1,171 -96 67 60 4 Bath 73 1,562 34 5 - 509 -194 29 34 5 Bedroom 3/Opt 160 1,534 33 5 891 80 51 40 Study 6 Kitchen/Dining 418 5,231 113 7,7,7 4,927 -439 281 224 7 Mud Room 76 1,048 23 4 323 -113 18 23 8 Great Room 513 7,126 154 7,7,7 5,124 -497 292 233 9 Master Bedroom 264 3,875 84 7,7 2,872 -183 164 131 10 Master Bath 111 815 18 5 420 -68 24 19 11 WC 20 596 13 4 - 256 -64 15 13 12 Mstr WIC 99 1,617 35 5 431 -214 25 35 13 Unfinished 1,576 8,976 195 5,5,5 2,820 -190 161 195 Basement 14 Crawl Space 565 2,644 57 11-4 657 139 -101 8 57 Humidification 4,259 System 1 total 4,295 45,135 886 22,557 -2,352 1,284 1,025 System 1 Main Trunk Size: 25x17 in. Velocity: 347 ft./min Loss per 100 ft.: 0.008 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.88 112%/-12% 22,557 -2,352 22,557 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030 .... (A,B) Indoor Model: CNPV*3617AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 City o 'Wheat R � nlfi!din M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM a Ige son r" M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac • Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Elite Software Development, Inc. Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 18 Buildin Rotation Report _ All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces West Individual Rooms � 00 450 900 1350 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Laundry 51 45 43 45 50 50 *51 50 5 2 Foyer 71 61 50 58 67 69 65 *72 6 3 Study 60 70 93 76 61 80 *100 74 5,5 4 Bath 34 34 34 34 34 34 *35 34 5 5 Bedroom 3/Opt 40 57 78 63 49 67 *85 60 5 Study 6 Kitchen/Dining 224 223 225 227 *229 224 219 219 7,7,7 7 Mud Room *23 23 23 23 23 23 23 23 4 8 Great Room *233 209 177 206 229 194 156 197 7,7,7 9 Master Bedroom *131 117 101 116 129 110 90 111 7,7 10 Master Bath 19 25 31 22 18 23 *33 26 5 11 WC 13 16 19 14 13 14 *21 16 4 12 Mstr WIC *35 35 35 35 35 35 35 35 5 13 Unfinished *195 195 195 195 195 195 195 195 5,5,5 Basement 14 Crawl Space *57 57 57 57 57 57 57 57 1--4 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *1,025 22,557 *-2,352 1.88 45° Northwest 1,025 22,889 -2,352 1.91 900 North 1,025 20,452 -2,352 1.70 1350 Northeast 1,025 24,880 -2,352 2.07 180° East 1,025 *26,109 -2,352 *2.18 225° Southeast 1,025 24,649 -2,352 2.05 270° South 1,025 18,875 -2,352 1.57 3150 Southwest 1,025 21,678 -2,352 1.81 * Indicates highest value of all rotations. I City o, Wheat f Building i' M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 Pae 19 Building Rotation Report (cont'd) _ 2 2 1 0 0 Building Rotation Tonnage West Northwest North Northeast East Southeast South Southwest Direction Front door Faces --- 0-- Buildinq Net Tonnaqe of Wh?-. ;ii;ge Huildmg ` ivisart M:\ ...\Remington Ho ... Quail St.rhv Friday, July 21, 2017, 2:36 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5272 Quail St Littleton, CO 80125 E Page 20 Ou-ildin_q Rotation Report (cont'd) Building Rotation Hourly Net Gain �— Front door faces West Front door faces Northwest Front door faces North �° ... Front door faces Northeast Front door faces East FBuilding of Front door faces Southeast ■ Front door faces South Front door faces Southwest W e n, M:\ ...\Remington Ho ... 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Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, ,Airflow: CFM, Velocity ft./min, Temperature Notes: Static pressure available values for return ducts are at the entrance of the duct_ For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include anydevice pressure losses entered, and the cumulative may also include the total static pressure loss of the return side Summar Number of active trunks: 24 Number of active runouts: 21 Total runout outlet airflow: 1,130 Main trunk airflow: 1,023 Largest trunkcliarneter. 22.4 SMT -100 Largest runout diameter; 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter 4 SR -190 Supplyfan external static pressure 0,800 SUpplyfan device pressure losses: 0 300 Supplyfan static pressure available, 0.500 Runout maximum cumulative static pressure loss. 0 443 SR -300 Return loss added to supply 0.0`77 Total effecthre length of return ( ft): 192.3 Crawl RA Total effective length of supply( ft-)- 274.9 SR -300 Overall total effective length (ft_): 467.2 Crawl RA to SR -300 Design overall friction rate per 100 ft_: 0.107 (Available SP 100 TEL) System duct surface area (No Scenario): 876.1 Total system duct surface area: 876.1 City of Wheat Ridge Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 040.10 1 040.12 060-12 1 060-16 0.8 080.20 1 100-16 1 100-20 120-20 Input I High Heat (BTUH) 40,000 40,000 60,000 60,000 80,000 - 80,000 100,000 100,000 120,000 Output High Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 75,000 93,000 93,000 112,000 Certified TeMperature Rise Range °F (°C) High Heat 40-70 (22-39) 35 - 65 (19-36)1(22-39) 40-70 36-65 (19-36) 19-36) 35- 65 (19 = 36) 35 - 65 (19 - 36) 40 - 70 (22-39) 40-70 (22-39) 45-75 (25-42, Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN «'ITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM ( Ton Test Airflow Delivery (g Various External 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 essures 0.9 1 04010 SIDEJBOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 1165 880 615 Blue 20 413 970 940 905 870 825 775 730 675 570 505 Yellow 2-0 385 910 880 845 810 770 725 675 600 535 475 Red 1-5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2.5 3701 980 9851 980 9551 9251 880 835 780 695 585 Yellow 2-0 425 910 920 905 880 850 815 765 655 630 545 Red 1-5 430 750 730 705 680 645 605 555 494 435 370 040-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 965 950 915 870 620 7601 705 655 Blue 1 2.0 435 980 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 06016 SIDE/BOTTOM Black 4-0 376 1600 15451 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 3,87 1190 1185 1195 1195 1160 1125 1075 1015 950 885, Red' 2.5 394 1030 1025 1030 1010 985 940 905' 855 805 735' SIDEIBOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 080-16 Yellow 3.5 381 1420 1425 14001 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 1205 11.85 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 9601 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655' 600 545 080 20 BOTTOM or TWO -SIDES 4.5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 9 1035 Bfue 2.5 426 112, 1110 1100 1 r>0 1 i*05 1 i3 990' 935 870' 805 Red 2.0 433 940 920 910 890 865 830 790 745 690 625 100-16 SIDE/BOTTOM Black 4.0 3731 1715 1660 i 6-: U 1555 1490 1420 1340 1245 1150 10'65 Y,110,3--3.5 379 1535 1480 1435 1380 1325 12601 118.0 1095 101 D 910 Blue 3.0 367 1300 12551 1205 1160 1100 1035 970 905' 810 730 Red' 20 445 1110 1055 1005 955 890 8;15 770 690 610 535' 100-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 394 2270 2205 2130 2055 1970 1680 1780 1670 1555 1425 Yellow 5.0 367 2030 2040 1980 1910 1835 1755 1670 1570 1460 1340 Bfue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SI DES 4,5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 4.0 416 18751 18401 1795 1735 1665 1580 1495 1410 1310 1205 Red 1 3.5 414 16101 IS851 1555 1515 1450 1395 1325 1250 NOTE= 1. A fifter is required for each return -air inlet_ Airflow performwr a includes a 3/4 -in- (19 mm) washable filter mediasuch as contained in a factory -author- ized accessary filter rack. See accessory Pot. To determine airflow performance without this filter, assume an additional 0.1 in. W.C. available external static pressure. 2. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION.. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return,, two -aide return,or bottom and aide return- A minimum filter size of 20' x 25" (508 x 635 mm) is required. 5. For upflow applications, air entering from one side into both the side of the furnace and a return air base counts as a side and bottom return. 6. All airflows that are shown in BOLO exceed 0.58 watts per CFM at the given external atatid pressure. G�tY °f Wheat Ridge Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 5001 600 1 700 1 800 1 900 1 1000 11 1100 1 1200 1 1300 1 1400 11500 1 1600 11700 1 1800 1 1900 12000 1 2100 2200 Dry 0.079 10.114 10.156 10.198 10.253 I I I I 1814 Wet 0.096 10-138 10.193 10.213 10.277 Dry 0.070 10.103 10.143 0.162 0-233 10290 10254 1 1 1 I I I 2414 Wet 0.089 10.122 10.171 10.214 J0.28-9 10-136 10-413 1 1 1 Dry 0.048 10-068 10M0 10.112 10.140 10-170 1 0-203 I I I I 2417 Wet 0.064 10-091 10.122 10.150 10.128 1022410263 1 1 1 1 1 1 1 Dry 0.065 10.097 10.135 10.173 10.223 10.278 10.339 0.405 0.478 I I I 3014 Viet 0.078 10-114 0.160 0.206 10.260 10221 1 0.368 10.461 10.540 1 1 1 1 Dry 0.042 1 0.060T6-08-0 0.102 10.128 10-157 1 0.188OM 10.259 1 I I 3017 Wet 0.055 10.076 10.104 10.127 10.158 10,190 10225 1 0266 1 0.309 F I I :2ij Dry 3617 0.043 10.061 10.M 10.103 10.129 1 O� 157 10189 FO 2 0259 0,299 10.341 1 1 13517 I I Wet - 0,056 0,079 10.107 10.133 10.1656 10.200 10236 10.276 10.215 1 0.261 10.413 Dry 0.035 10-048 1 0.062 10.076 1 0.0t93 10-111 10-122 10A53 �0177 020110.228 1 1 3621 Wet 0.049 10.066 10-M 10.100 10.122 10144 10.171 ---TT-- 10.192 0.217 , 1 j 6 .245- 0.276 1 Dry 4221 0.030 10.041 10.054 10.066 10.082 1 0-099 10-112 0.137 0.158 10.180 10.205 10.231 10.259 1 1 1 1 1 1 14221 IVet 0.043 10.059 J0L78 10.101 10.126 10,153 10.181 10207 10.234 10.260 10.228 1 0.319 10.354 1 1 1 1 1 1 Dry 4821 1 1 0L47 10.060 10.075 10,092 1 0,110 10.120 10-152 10.176 10.204 10.230 10.256 10.284 10.319 1 1 1 T4821 Wet 1 0M3 I 0.667 10.085 10-104 1 0-125 10.147 10.172 10.200 10.228 10.259 10.292 1 0A27 10.365 1 1 1 1 Dry 1 10.015 10.046 10.0,57 10-069 1 0.091 0.019 10.119 10.124 10.140 10.158 10175 10.195 10.214 1 1 4824 Wet 10.032 10.050 J0.066 10-081 10.097 10.114 10.131 10.150 10.169 10.190 10.211 10.233 10.257 1 1 Dry 6024 1 1 10,062 10-073 10,084 1 O.N7T'0�l 1 10.126 10.138 1 0.154 10-172 10.190 10.210 10229 10.251 10273 10293 1 16024 Wet I 1 1 10.082 10.096 10,112 10.129 10,145 10.163 10.171 10.191 10212 10.235 10.258 10283 10.31() 1 0-336 10,066 1 Detailed cooling capacity Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 22,557 BTUs 22,557/24,293 = .93 or 7 % over Note: the CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs City of Wheat Ridge CONDENSER ENTERING All EVAPORATOR AIR 75 (23.9) 85 (29.4) 95 (35) CFM ,F N C) Capacity MBtuh Total Sens# Total System KW** Capacity MBtuh Total Sens# Total System KW** CAI rc r Capacity MBtuh Total Sens* • Total I System I KW** r /2(22.2) 32.18 16.57 2.04 30.84 16.09 2.25 29.42 15.59 2.49 67 (19.4) 29.70 20,70 2.03 28.44 20.20 2.25 27.08 19.68 2.49 875 63 (17.2)tt 27.91 20.13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27.10 2.03 26.12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.89 2.30 29.72 16,38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)tt 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 253 62 (16.7) 28.07 27.82 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 22.57 2.12 27.32 22.05 2.34 1 25.95 21.49 2.58 62 (16.7) 28.79 28.79 2.12 27.71 27.71 2.34 26.54 26.54 2.58 57 (13.9) 28.79 28.79 2.12 27.71 27.71 2.34 26.55 26.55 2.58 Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 22,557 BTUs 22,557/24,293 = .93 or 7 % over Note: the CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs City of Wheat Ridge AHRI Used Item Value Standard Air Conditioner Model Humber (Combined) CAI 3FIA0301—,(A,B)+CIIPV,3617AL'+TDR Outdoor Model Number CAI 3r4A030----(A.B) Indoor Model Number CrJP1r'3617ALI+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed a SEER Low Speed 0 EER 10.8 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 01 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty City of Wheat Ridge uilding D STRUCTURAL ENqINEERS BY DATE �7 �e2-j SUBJECT _1?4;- CHECKED SHEET NO. 0 F DATE TIA-A -7(t�; "A" JOB No. 7p 165�7 I V wffmmrd--px� 1,7 m MWAVAM V,l STRUCTURAL ENGINEERS Inc. BY DATE SUBJECT r"tf� � SHEET NO. 2- OF «= CHECKED DATE JOB NO. -rt-- ' I i : i __ -- i-_ - I } ; i ; ! I I I : { I I -�-- r , i ----. I I T j II I , a' ge , ; i j I August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 7, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D J HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 8 feet of interlayered clay and sand underlain by clayey gravel to the maximum depth explored of 20 feet. No groundwater was encountered during this investigation. The clayey soils and bedrock are expansive. Use of spread footings is recom- mended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. city of Te t Ridge f Diviso 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 U Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.2 percent when wetted. Based upon results of la- boratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investi- gation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.8 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 7, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. 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 structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary i taken. CTL THOMPSON, INfq.n tS j REMINGTON HOMES QUAIL RIDGE ESTATES LOT 7,BLOCK I CTL I T PROJECT NO. DN47,957.001-120 La City of Wheat Ridge EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers4 (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 sf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 `Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. City Of "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado (s'114at tion of Geotechnical Engineers, December 1996. Ridge REMINGTON HOMES QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957,001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial 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 or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete 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 or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of Wheat Ridge REMINGTON HOMES Exhl QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc AW01 Vii: SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City Of Wheat Ridge REMINGTON HOMES Exhl QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc a c m m-� aDM � N O � w C U D N O Q C C - L w W o0 C a O D Q C O m OE o � m E ,nT a 0 mw d a awy mot J F. D � > L N D ... L = OE m0 U � � O N C D C > N N N _ `m E m N N m a2 D " J 0 m 3 c ao -Em c J � U Z o m 7� Y =o a jmm '^ v Z L N a` C L H m 2va imm c p n `o n � � �a c -L - trm U) Cw G O Z 0 CD 5Z w ^L' W O �I J a N_ U `7 � O m N N <`1 X X) mmM N U 0 o � W m TOIi CY)-1 i C m Z o o U) Cw G O Z 0 CD 5Z w ^L' W O �I J Y N o a O U `7 � m N m N N <`1 �S mmM "o 5i •^J TOIi � - . d T Y N o City of Whleatf�� City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857 March 1, 2016 OFFICIAL ADDRESS NOTIFICXrION NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates below: PROPERTY OWNER(S): To Be Determined NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy