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5255 Pierson Court
kn 00 >' O to o Q o °� q 0� � ami '0 U � m ,� z , o d cz aj cn .• CIA °' cz > oc C �• w Gn 3 Q. > -5 °oEn 0 3 Cd M -a I � U•�'d �° �i �� 00 a o F O O pa U U O U p U O � C13 m cz cn th bO 03 •• � cC U s. Z7 tl b = U rA bto g ct O CCUcl bA on v O ^,�. CZ bA Cd Ut'" P. Q d ul rq 33 3 U z �u 0 00 :r 00 O � � W cn u U r- M-03 c N b4 Q v o IQ,Hi , a en 0 w �a��0 U w 33 3 CERTIFICATE OF OCCUPANCY Permit #: 201709215 City of Date: 08/20/2018 W heat�dge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 4,512 sq ft total 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: Megan Sparks 5740 Olde Wadsworth, Arvada, CO 80002 PROPERTY ADDRESS: 5255 Pierson Ct, Wheat Ridge, CO 80033 PARCEL #: 39-16244-014 ZONING: PRD OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD:N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: No change shall be made in the Use of this building without Sorinklered: 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 INSPECTION RECORD v Inspection online form: http://www.cl.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 day PERMIT: lJ-- -G ADDRESS, j5s a JOB CODE�� Foundation Inspections Date Inspector Initials Comments 102 Caissons_/_iers 103 Footin . Letter J$ 87), 104 Foundation Setback Cert. is ► ^'"" 105 Stem Walls / a J 106 Foundation wall Insulation _ Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. is ► ^'"" 204 Plumbing Underground Int. / a J 205 Plumbing Underground Ext. _ 206 Water Underground ,,r Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector ®-Initials Comments 301 Rough Framing, 302 Wall Sheathing./ 303 Roof Sheathing is ► ^'"" 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco ,,r 308 Rough Electrical Residential 3.14n 4 309 Rough Electrical Commercial 310 Electrical Meter Residential a3 g 311 Electrical Meter Commercial 312 Temp. Const. Meter YU k 313 Rough Plumbing Residential `) 6" 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS '7"' E R M I T:a0110qa1,5ADDRESS6ZS Pic a- JOB CODE.13—:D- Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential a %� 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 7= b 320 Drywall screw and Nail Z• 321 Moisture board / shower walls tCS 322 Rough Grading 323 Miscellaneous J Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 7= b 406 Final Mechanical Commercial 407 Final Plumbing Residential tCS 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning* g -W(z 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** iI 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* 418 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. acl flow Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB421107 Test Date / Time: 7/31/2018 Tester Certification #: Service Location: QUAIL RIDGE Assembly Test Results ® Pass ❑ *Fail Water Supplier: Denver Water District Meter #: C Service Location: QUAIL RIDGE 0 Q Facility Address: 5255 PIERSON CT City: WH EAT RI DG ST: CO Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES aA Address/Suite 5740 OLDE WADSWORTH BLVD v City/State/Zip ARVADA CO 80002 c p, Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑ Domestic El Containment ❑Horizontal 01 Z -01 Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' E El New ® Existing El Glycol ® Isolation El Vertical Down ❑' In CA Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Re -Test Results PSI: 70 Tightness Differential Repairs Tightness Differential Check Valve #1 ❑ Leak 2.1 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) X Tight ❑ Tight m Relief Valve (RP) e Buffer - (RP) Air Inlet 2.1 OPENED FULLY , (PVB) Shutoff Valve #1: ❑Ti ht ❑Leakin ❑Re laced Shutoff Valve #2: ❑Ti ht I❑Leakin ❑Re laced Back Pressure: ❑Yes XNo Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: X Test Kit Make: Model: �r Serial #: Last Calibration Date: 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: Phone: a� F- Signature: Certificate Expiration Date: M, 41 to 0 'T co 0 0 14o V) 'T ro n V) %0 w 0 ') — 0 Ar� 4_0 NO VI. cq q 00 0, q 'T S. r\l 0 Ln C; Ln 0 t- Ul D CD m {-0 E C) Lj x) 0 Ln Ln , 10) Em at W, 0 Qu C0 4- fo > 0 0 o b 01 , - Q-) 0 >-- T- u -r 1 Ln 0 X r in IN y. 0 00 CP 0 0a CL L) 0 %- _j 0) GI w>, 00 co aM 00 E ro EG C ZD c Q, C (U z O E�H z < °a :3 co E 0 c 0 U is cc c (5 If 0 C1 -fC O.m CE M2 E oro OI u X > 0 Z 4y ZLn o b LuM,< tr, 0 Ln io 44 01 a, Z 86 If V C4 LU LU = M 0 r" = 6. m 0 cc C. C7, -moi G 41 to 0 'T co 0 0 14o V) 'T ro n V) %0 w 0 ') — 0 Ar� 4_0 NO VI. cq q 00 0, q 'T S. r\l 0 Ln tIM O cq q 00 0, q 'T S. r\l 0 Ln C; Ln 0 t- Ul D CD m E C) Lj x) 0 Ln Ln , 10) Em at W, 0 Qu C0 c 0 > -C 0 0 o b 01 , - Q-) 0 >-- T- u -r 1 Ln 0 ,E 10 E mo 2 O ti u. tT LU < CD C) Lj x) M in IN 00 CP C: PIZ E EG C N Q, C (U z 0) Q) z < °a CE 0 oro OI CT O > o b 44 01 a, c 400 U. < O Z o n- C). CL x ,E 10 E mo 2 ENERGY STAR@ CERTIFIED NEW HOME f Builder Mame: Remington Homes Rating Company: Ener Lo Ic gY g r..- Permit Date/Number: Rater ID (RTIN): 7483636 Home Address 5255 Pierson Ct Rating Date: 2018-08-09 Wheat Ridge, CO 80033 Version: 3.0 r *" • r r *ice - - s r Thermal Enclosure System Water Management System t , A complete thermal enclosure system that includesA comprehensive water management system to comprehensive air sealing, clustity-installed insulation40001\protect roofs, walls, and foundations. and high-performing windows to deliver improved M comfort and lower utility hills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1339 CFM50 (1.96 ACH50) from the home,. Primary Insulation levels- Water-resistant materials on below-grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering Into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materiats during construction. Primary Window Efficiency. U-Vafue:0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and , System Appliances A high-efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and Installed for white providing 11high-1quality performance. optimal performance. ENERGY STAR qualified Lighting: 75% Total Duct Leakage: Duct Leakage to Outdoors. 153 CFM25 Rough-in, with Air 153 CFM25 ENERGY STAR Qualified Appliances and Fans, Handler Refrigerators: 0 Dishwashers; 0 Primary Heating (System Type - Fuel Type • Efficiency): Ceiling Fans: 0 Exhaust Fans: 1 Furnace • Natural Gas • 92.1 AFUE Primary Water Heater (System Type • Fuel Type - Efficiency): Primary Cooling (System Type - Fuel Type • Efficiency); Water Heater r Natural Gas • 0.69 Energy Factor NIA this cen tcafe pVOVdea a stmnmafy Of the maker anal-gy 0111 i MV and other construction HERSAndetic features thatcontribute to this home earning the ENERGY STAR, mkid•••ing its Home Energy Rating System (HERS) stare, as dotemuned through independent inspection and verihnation Zero Energy Reference Existing performed by a trained professional. The Home Energy Ratting System is a notiorelty recognized Home Home Homes unMa'm measurement of the energy earcgency of homes. „" . , . N . .• ^ i��) Note that when a home contains muthpie performance levels for a perbc(Aw teatute (e.g., window efriaeiiq or msulauon levels), the predominant vaitte is shown. Also, hones may be razz S o a ° o Mare wrtiried to eam Rhe ENERGY STAR using a sampling protocol, whereby one horse r randomly selected from a set at homes for reproszmtatva in"ctsxts and tasting, In such cows, the EMrgy Energy, feature% towd in each home within the, set are intended to meet or 6ximed the values presented on this oertFEcato The actual values for your Mame may differ, but offer equivalent or hotter performance. This oeriitioa..te was pruned using EkotropeTM i*krzon z zs.toss). This Wine clots 11e51¢: Learn more at www.energyrstar<govrhomefeatures IECC 2012 Performance Compliance EnergyLogic Property Organization ... .... .. 5255 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 Jared Hull Inspection Status 2018-08-09 Reports Builder Rater ID (RTIN): 7483636 5255 Pierson Ct Remington(l) Remington Homes RESNET Registered (Confirmed) Annual Energy Cost Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total IECC 2012 As Designed Performance $627 $538 $152 $134 $170 $170 $950 $843 $944 $923 $0 $0 $1,894 $1,767 406.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 112% 15 SHGC a 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist Cf' Design exceeds requirements for IECC 2012 Performance compliance by 11.2%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5. If rating is Projected, I certify that the buitchng design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application- If rating is Confirmed, I certify that the address referenced above has been inspecteditested and that the mandatory provisions of the IECC have been installed to meet orexceed the intent of the IECC or will be verified as such by another party Name: Organization: Jared Hull EnergyLogic Signature: �.� r— 0�1& Digitally signed: 8/9/18 at 12:42 PM Ekotrope RATER - Version 22.5.1983 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Rating Tool. 5 C 0 0 0 00 w CD C n cc WK O (z LU C) LL w Li Fcc :D U- < CD 0 ac, 1 o81 C L a- 0 so Lo zV z C' CN CN 2 f; cd) (di (D U- U- E LL 11) W cu ca (2) O Q) LL N cou C 8 CD :17 u Tj U) lj uCD LO a 0 0 c, > 41 LL ciLL U CD CD W L? (n 0 m 0 O CL 12 0 0 .0 ti- <( < U n cc WK O (z LU IECC 2012 Label 5255 Pierson Ct HERSCR Index Score: 62 Building Envef pe Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-16 Exposed Floor: R-50 Slab: R-0 Infiltration: 1339 CFM50 (1.96 ACH50) Duct Insulation: R-0 Duct Leakage: 153 CFM25 pens Window U = 0.300, SHGC = 0.31C Door: R-7 Mechanical Equipment Specs Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: N/A Hot Water: Water Heater • Natural Gas • 0.69 Energy Factor Builder or Design Prefess c►na1 Signature. 2005 EPAct Energy Efficient Home Tax Credit (13_001) (D%lergyToCT'c Property Organization .~^ 5255 PiersonCt EnergyLogic Wheat Ridge, CO8O033 Jared Hull Inspection Status 2O18 -Q8 -O8 Reports Builder Rater |D(RT|N): 7483636 5255 Pierson CtRemington(1) Remington Homes RESNETRegistared (Confirmed) RESNE7F Confirmed Rat^ Normalized Modified End -Use Loads (yNBtm/ year) Category 2008|ECC50% As Designed Target Heating 311 302 Cooling 48 63 Total 35.9 36.5 Ceiling U: 0.020 VVa|U� 0.054 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.880 Envelope Loads (MBtu / year) Category 2006|ECC As Designed 80Y6 Target Heating 55.9 383 Cooling 8.7 7.5 Total 64.6 46.8 Building Features VVindmwComNnod SHGC: 0.2 HeaUngSyotem: AFUE = 92.1 96 Cooling System: SEER= 13 Duct Leakage to Outside: 153.0 CFM25 This home DOES NOT MEET 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 extended to December 31, 2017, Nonna: Jared Hull Organization: EnergyLogicDigitally signed: 819/18 at 12:42 PM Signature: EkoxnpeRATER - Version 22,i1S83 This /nforriiationdoes nit constitute "wwranty=guarantee mhome energy perform a nce Air Leakage Report Property 5255 Pierson Ct Wheat Ridge, CO 80033 Reports 5255 Pierson Ct Remington(l) (DnergyLogic Organization EnergyLogic Jared Hull Inspection Status 2018-08-09 Builder Rater ID (RTIN): 7483636 Remington Homes RESNET Registered (Confirmed) General Information Conditioned Floor Area [sq. ft.] 3,748 Infiltration Volume [cu. ft.] 40,928 Number of Bedrooms 5 Air Leakage Measured Infiftration 1339 CFM50 (1.96 ACH50) ACH50 (Calculated) 1.96 ELA [sq. in.] (Calculated) 73.6 ELA per 100 s.f, Shell Area (Calculated) 0.854 CFM50 (Calculated) 11339 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] Leakage to Outdoors [CFM25 / 100 s.f.] 1510 4.1 Leakage to Outdoors [CFM25 / CFA] 0.041 Total Leakage Test Type Rough -in, with Air Handier Total Leakage [CFM @ 25 Pa] 153.0 Total Leakage [CFM25 / 100 s.f.] 4.1 Total Leakage [CFM25 / CFA] 0.041 Mechanical Ventilation Rate [CFM] 82.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 82.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 82.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 1114.7 Ekatrope RATER - Version 2.2.5.1983 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure a°° For home(s) located at: 5255 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: "1. The Rater or the Rater's 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 B. Moisture control or indoor air quality consulting C. 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: EA. The seller of this home or their agent M B. The mortgagor for some portion of the financed payments on this home C. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home E4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Installed in this home by 11Rater 1:1Employer OR is in the business of ERater EEmployer Thermal insulation systems Rater EEmployer ERater EEmployer Air sealing of envelope or duct systems ElRater EEmployer Ll Rater 0Employer Energy efficient appliances Rater []Employer DRater DEmployer Construction (builder; developer, construction contractor, etc) DRater I jEmployer Rater Employer Other (specify): ERater Errtployer Rater 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 #: 7483636 Name: Jared Hull Organization: E nergyLogic Signature: � �3y Digitally signed: 8/9/18 at 12:42 PM 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/RESNET Mortgage _Industry_Nationai_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 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 4 (- - Job Address: e v, s Permit Number: ❑ No one available for inspection: Time Re -Inspection required: YeS�No� When corrections have been madecall-for re -inspection at 303-234-5933 Date: '�6- 2-0 — i !Z Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division ��"� (303) 234-5933 Inspection Ifne (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T-wla- Job Address: SS �i .Oy san CA— Permit Number: ❑ No one available for inspection- Time IV-, VU /PM/ Re -Inspection required: Ye No - When corrections have been made, call for re -inspection at 303-234-5933 Date: l bt if Inspector:A DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE � Building Inspection` Division (3 03) 234-5933 Inspection line � (303)235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -�'t, V -6t ( P f U UA (o Job Address: 5 ZSS _P i Qfsoyi�- Permit Number: ;20 (%Wl Z 15- J S ❑ No one available for inspection: Time %�yJ Re -Inspection required: Yes � When corrections have been made, call for re -inspection at 303-2345933 Date: ? ' I b `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: yDJ FE A Job Address: �r Permit Number: '2-0/70 9 2-/ ❑ No one available for inspection: Time AM/PM Re -Inspection required' Ye:No When correct' ons have been made, call for re -inspection at 303-234-5933 Date: /y �� Inspector: MTti DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: q 0 3 ir,6 A Job Address: Ek'§ -6- P; el,5017C Permit Number: 901702 L 5— ❑ No one available for inspection: Time 11 AM/PM Re -Inspection required: Yes po *Whencorrec ions have been made, call for re -inspection at 303-234-5933 Date: ; /; Inspector: o� / 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: "1r +n l 12o© r JobAddress: f /f'/S��Y? 67 Permit Number: :20 !70 q 1,5-- LJ s ❑ No one available for inspectio a 11 AM/PM Re -Inspection required: Yes No When corrections have been made, Ml for re -inspection at 303 -234 - Date:— �- Iii i i Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE AVOK Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection).Type: rt'''4 Iy94 b rh + Job Address: S-29,9 1-:1/-ep-so l L- f Permit Number: 201-70926- /v d ❑ No one available for inspection: Time A / M Re -Inspection required: esNo- When corrections have been made, call for re -inspection at 303-2345933 Date: f l ' Inspector: DO NOT REMOVE THIS NOTICE (N— 41 CITY OF WHEAT RIDGE �P�1(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ✓ / 94-ec l-/ Job Address: 5Z6 S P/-e,S vn rt Permit Number: 21,91-7 0 cj 2 /5` ❑ No one available for inspection: Time JU AM PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: I I Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Orq w6w Job Address: SZSS 'P/ .P7Sc� Permit Number: L20 / 7 0 ,5i2/'-`� ❑ No one available for inspection: Time _l ' j 0 M/P Re -Inspection required: YeNo When corrections have been made, or re -inspection at 303-234- Date:-(.e 03-234- Date:C.e `12' 1 '6 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division ' J ��(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: :S O H ) NS, Job Address: 5 Z 5`3i zy-piy (f+, Permit Number: Q� O 1 _3jzpl� a I S" 6' ❑ Noone available for inspection: Time S /PM Re -Inspection required: Yes When corrections have been made, cal or re -inspection at 303-234-5933 Date: 3 i//S Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division - (303) 234-5933 Inspection -'fine (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: jJ 5- ) 5 - Job Address: a -5 f < r S,j Permit Number: ❑ No one available for ins tion: Time W- 00 A/PM Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303 -234 - Date: r l ° ' 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) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3" ? 30% 31 3 Job Address: 1.5 , pr Permit Number: Qo 1 C79a ❑ No one available for inspetion: Time( iT.� A /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:ani/l5 Inspector: DO NOT REMOVE 4S 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: 301 1�$� 3Jo 1 -313 i Job Address: S 0 5S PI c'S-0iv CT Permit Number: Z© 1-7 () q2 IS �� e Tc,c t,� ►[- Q_ 5i' U - C1�Q 3 frcyr,, %, - , uG lC 1, _,eE 0— a-4- r1�� M k. 4 & l t- <. (,,), n € 3,Q-r71ec c. --C-— OR Ovff-4� �L�M2-T�v��ll1 r oo+ee_�ci r( n 1I% -f ( X. P J 21 C' L, 1 ny o)a Cyd e i - Ie_t, U�,. (1)Ree(�%Is_ .s FI 03 ❑ No one available for inspection: Time /0,"/ �0/13M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: �Y./j ��y Inspector: DO NOT REMOVE THIS NOTICE T,' o 303-q7a _ogog 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: 3o6 Ili J Job Address: r �� lSan GT Permit Number: �401707 e-/ 5j ❑ No one available for inspection; Time�L, Iy AM/PM Re -Inspection required: Ye(,_ :No) When corre ions have been made, call for re -inspection at 303-234-5933 Date: y Inspector: 14TI�_ DO NOT REMOVE THIS NOTICE b 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: 3 - 3 M Is C . }�� vs z t�)r� Job Address: Sod s 0�� r Som Cf• Permit Number: oD IV ❑ No one available for inspection: Time , �' A /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Dat . Inspecto -- c._41 14 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �Q)3 �'- Job Address: Permit Number: `I a / S ❑ No one available for inspection: Time /PM Re -Inspection required: "e No When corrections have been made, call for re -inspection at 303-234-5933 Ci - Date:S � a� � � �' Inspecto DO NOT REMOVE THIS NOTICE M i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 7 ° Z 1. - 11 `���e� i:�- Job Address: c9, S S e, � , �. -j �, (' -� . Permit Number: / —4 0 `j Q / 7, 3 ❑ No one available for inspection: Time R y c�,,/pM Re -Inspection required.k1Y No When corrections have been made, call for re -inspection at 303 -234 - Date: ) 2 711 ci Inspects 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: 2>'d, T� Job Address: 5- d- T5-- f' Permit Number: 10 /70 9 -/ ❑ No one available for inspection: Time 1 AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: )11w1111fq Inspector: yVTy DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y v r Job Address: Permit Number: ❑ No one available for inspection: Time 1 O ; q % M/ M Re -Inspection required: Yes bNo When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 r, i l Inspector: E A,— DO , DO NOT REMOVE THIS NOTICE City of heati,e City of %Vbcat Ridge Municipal Building 7500 W. 29`' Ave. Wheat Ridge, CO 80033-8001 F: 303 235.2846 F: 303 235,2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: % 7 PERMIT# ADDRESS: I,OT t ' , BLOCK �GA�C (iZt dG�ST SUBDIVISION I hereby certify that the elevation and location of the stn;ctural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines'have been determined to be: FRONT: -_ Z,Z. 5-r REAR: 2.9.Q' SIDE: 5-01 SIDE: 5 , Q& The MINIMUM ELEVATION has been determined to be: 5'71 • ( (N1AVD88). The above measurementsha - been determined on the following location: Check only one): Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The set ck nd el vation measuremertiiocations are identified on the attached exhibit. Signed '��• L�� PrintBate 3;:::; 37908 r ssionaI Surveyor ass .4t FOR OFFICE USE ONLY k�#t LANA Approved by: Inspector Date (Surveyor's Seat) Rev 12106 LLange IMPROVEMENT LOCATION CERTIFICATE �� Land .7 Surveys (FOUNDATION ONLY) 5511 WEST 56TH AVENUE, SUITE 240 ARVADA, CO 80002 P:(720) 242-9732 F:(720) 242-9654 LEGENb D © © NOO'15'16 "W 60.00' 10' UE&DE - - - N � 15.5' ov 15.0' 5.0' LOT 14 BLOCK 1 LOT 15 BLOCK 1 #5255 o (UNDER r CONSTRUCTION) 'n TG13=54.1 3 �n � R e} cp 12.5 d' N N �1 a 20.0' W N 10' UE&DE ��.. TBC S;OraM N0075'16"wy 0.00 IL -- EOA PIERSON COURT LOT 13 BLOCK 1 LEGAL DESCRIPTION LOT 13, BLOCK 1, 0 1D 20 QUAIL RIDGE ESTATES ftESUBDiVISION, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, SCALE: 1"=2O' STATE OF COLORADO. NOTES 1. 1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR REMINGTON HOMES, THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT. AND THAT iT ISNOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING, OR OTHER FUTURE IMPROVEMENT LINES. THIS CERTIFICATE IS VALID FOR USE ONLY BY REMINGTON HOMES AND DESCRIBES THE PARCEL'S APPEARANCE ON JANUARY 25, 2018. 2. 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS LANGE JONATHAN R. DATE, JANUARY 26, 2018, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE COLORADO R. LANGE BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS GISTERED CLS # 37908, FOR AND UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT ON BEHALF LANGE AS INDICATED. AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT LAND SURVEYS, LLC CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. R=PROPERTY LINE BOW=BACK OF WALK TBC=TOP BACK OF CURB FL=FLOW LINE EOA=EDGE OF ASPHALT TGB-TOP OF GRADE BEAM LE. -UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK =CONCRETE =FOUND #5 REBAR WITH PLASTIC CAP PLS NO. 36561 d FOUND NAIL & DISK OFFSET SHOWN PLS NO. ILLEGIBLE © =CABLE TV PEDESTAL TI=ELECTRIC PEDESTAL ®=TELEPHONE PEDESTAL W -WATER SERVICE 11 qS =SANITARY SEWER T SERVICE 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: 3 FU 6+'l kicc Job Address: Permit Number: ❑ No one available for inspection: Time y `� AM PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspecto = �ki — 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: W ALl-5 Job Address: S `a ► r 5��+ Permit Number: Ao l '::;L ® c( 1 5 ❑ No one available for inspection: Timeq 00 I/PM Re -Inspection required: Yes 67\ When corrections have been made, call for re -inspection at 303 -234 - Date: I 03-234-Date:I ) Inspect DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (393) 237-8929 Fax INSPECTION NOTICE : r Inspection Type: 3 � ► �h�! �'t Lzf'c Job Address: e� Permit Number: �(`] ��� 1 !3- ❑ No one available for inspection: Time J n'./c-, CAUPM Re -Inspection required: Yes "No When corrections have been made, call for re -inspection at 303 -234 - Date: 1 q // - Inspect . ' . DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201709215 PERMIT NO: 201709215 ISSUED: 01/09/2018 JOB ADDRESS: 5255 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: New Single Family Detached, 3 car front load and 1 car side load garage, finished basement, 5 bedrooms, 3 bathrooms - 4,512 sq ft total *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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 project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to 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 Main floor - 2,147 sq ft; Finished basement - 1,079 sq ft; Unfinished basement - 390 sq ft; Garage - 658 sq ft; Front porch - 88 sq ft; Rear Patio - 150 sq ft *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (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 170665 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: 291,763.44 FEES Total Valuation 0.00 Plan Review Fee 1,540.79 Use Tax 6,127.03 Permit Fee 2,370.45 Engin. Review Fee 150.00 ** TOTAL ** 10,188.27 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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 project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to 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 1250 of the cost of the installation shall be required For one- or two-family dwellings, the first twenty-five feet (251) 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. 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 tkenpj, al owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thisitIfurther attest that Iam le ally authorized to include all entities named within this document as parties to the work to be perd and that all work to be per ormed is disclosed in this document and/o its' accompanying approved plans and specifications. S1. This e o OWNER or CONTRACTOR (Circle one) Date 1. This perm. OWNER was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 shall not be construed to be a permit for or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 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 heat e COMNtUMT DEvEL®a'M6NT 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 ONLY Date: Plan/Permit # `� � lig � I BJ` Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *•* Property Address: 52015 (Wailing Address: (if different than property address) Address: ts7N� �jd� l_11h' # State, Zi Architect/Engineer: 6 Lf- C Fc F__Q+i nC Architect/Engineer E-mail: _ ►Ce.(F� � �S�iUC�L)CnC �fWphone:_( Contractor: Contractors City License #: _(P 002 Phone: -4 Db -Q 92 Contractor E-mail Address: , Sub Contractors: Electrical: LJ( S' � Plumbing: ;leu , fi �c4bj 00,E Mechanical: S� � � (fid �,lJ i Il5 W. R. City License # o � - W. R. City License # U 1�1 ��` t W.R. City License # $0D �5 (o 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 (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)j e� �► ��jle.�q ml �,c I ca�- 1tc% Q�l 0 c c .\mac C�- a�� . ; I-,�sh Sq. Ft./LF � t 5 12-- Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) �— OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or ([AUTHORIZED PRINT NAME: ZONING COMMMENTS: Reviewer: 1�v BUILDINq9FPVTMENT COMMENTS: Reviewer: r SIGNA DEPARTMENT USE ONLY Of WNER) (CONTRACTOR �t,-- DATE: Z I OCCUPANCY CLASSIFICATION: PUBLIC WORKS COMMENTS: l) L?/pEf,17' pzvj= p A/!,1 7'1-lE 0iRJEr-Tft7.,j' Wic/ DIV Reviewer: �1 N TNS /2�D ' L//YED PLOT PI -4N 70 P PI�T�GT AaJ�.._N�- c-;;zr-igs 12-101,A57-094AVrA7'9`R R"UXJa19F. AD1NCGLr TT9%5N/LL 01 X -:Q iD - P9409 %v PROOF OF SUBMISSION FORMS GAO -fib �NSUR-� f-WorOZ 5/7� GRAD/AJG. Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required Building Division Valuation: $ City of Wheat Ridge Single Family - New PERMIT - 201709215 PERMIT NO: 201709215 ISSUED: 01/09/2018 JOB ADDRESS: 5255 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: New Single Family Detached, 3 car front load and 1 car side load garage, finished basement, 5 bedrooms, 3 bathrooms - 4,512 sq ft total *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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 project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to 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 Main floor - 2,147 sq ft; Finished basement - 1,079 sq ft; Unfinished basement - 390 sq ft; Garage - 658 sq ft; Front porch - 88 sq ft; Rear Patio - 150 sq ft *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (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 170665 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: 291,763.44 FEES Total Valuation 0.00 Plan Review Fee 1,540.79 Use Tax 6,127.03 Permit Fee 2,370.45 Engin. Review Fee 150.00 ** TOTAL ** 10,188.27 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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 project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to 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 1250 of the cost of the installation shall be required For one- or two-family dwellings, the first twenty-five feet (251) 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. 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 tkenpj, al owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thisitIfurther attest that Iam le ally authorized to include all entities named within this document as parties to the work to be perd and that all work to be per ormed is disclosed in this document and/o its' accompanying approved plans and specifications. S1. This e o OWNER or CONTRACTOR (Circle one) Date 1. This perm. OWNER was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 shall not be construed to be a permit for or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 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 heat e COMNtUMT DEvEL®a'M6NT 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 ONLY Date: Plan/Permit # `� � lig � I BJ` Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *•* Property Address: 52015 (Wailing Address: (if different than property address) Address: ts7N� �jd� l_11h' # State, Zi Architect/Engineer: 6 Lf- C Fc F__Q+i nC Architect/Engineer E-mail: _ ►Ce.(F� � �S�iUC�L)CnC �fWphone:_( Contractor: Contractors City License #: _(P 002 Phone: -4 Db -Q 92 Contractor E-mail Address: , Sub Contractors: Electrical: LJ( S' � Plumbing: ;leu , fi �c4bj 00,E Mechanical: S� � � (fid �,lJ i Il5 W. R. City License # o � - W. R. City License # U 1�1 ��` t W.R. City License # $0D �5 (o 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 (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)j e� �► ��jle.�q ml �,c I ca�- 1tc% Q�l 0 c c .\mac C�- a�� . ; I-,�sh Sq. Ft./LF � t 5 12-- Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) �— OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or ([AUTHORIZED PRINT NAME: ZONING COMMMENTS: Reviewer: 1�v BUILDINq9FPVTMENT COMMENTS: Reviewer: r SIGNA DEPARTMENT USE ONLY Of WNER) (CONTRACTOR �t,-- DATE: Z I OCCUPANCY CLASSIFICATION: PUBLIC WORKS COMMENTS: l) L?/pEf,17' pzvj= p A/!,1 7'1-lE 0iRJEr-Tft7.,j' Wic/ DIV Reviewer: �1 N TNS /2�D ' L//YED PLOT PI -4N 70 P PI�T�GT AaJ�.._N�- c-;;zr-igs 12-101,A57-094AVrA7'9`R R"UXJa19F. AD1NCGLr TT9%5N/LL 01 X -:Q iD - P9409 %v PROOF OF SUBMISSION FORMS GAO -fib �NSUR-� f-WorOZ 5/7� GRAD/AJG. Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required Building Division Valuation: $ City of .heat ioe COMMUNFiY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: 0dj0J Plan'Permit # 0 Cj Plan Review Fee:' )510" �7 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address:�� Property Owner Mailing Address: (if different than property address) Address: PS NL Didg, L0 2Li I\AL # pf City, State, Zip: E�C�Cgk i CL Architect/Engineer: C� ct-OFci F.(l+LLQCQn . Inc Architect/Engineer E-mail:SIC-Lac SAC C. ahone:�r:"��� Contractor: Contractors City License #: _i ()()2Jr), Phone: Contractor E-mail Address: Sub Contractors: Electrical: L na QwTi _ W.R. City License # C %-75 Other City Licensed Sub: City License # Plumbing: M; Wbc (af b oo, W.R. City License # (),q'55 J Other City Licensed Sub: City License # Mechanical: S� ctoc, W i �lJ W.R. City License # 1 $0D 5(p 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 (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) hl!v �� �I �� + i j ���CI � i � �� �� �t1� 'Cra a(� galm� . ; t;���1 ��cai} , 5 6Acmm 3 \C30(*errn Sq. Ft./LF ' ` J 12, Btu's Amps Squares GCtt'(t (p5� Gallons Other IProject Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGINATURE 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 PRINT NAME: ZONING COMMMENTS: Reviewer: 1�v BUILDING TMENT COMMENTS: Reviewer: •01 UTHO Z D REPRESEN ATT IVEI Of OWNER) (CONTRACTORj., NATUREU L g DATE: , Z DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: PUBLIC WORKS COMMENTS: 1) L7/RST'��/j� Reviewer: MIN 7N9 A26D ' LlN4L2 pix -r pc.AJ ?o jc Zw7"F�T' /2/0/1 2)A O.K. )r:;? -(--A,4 s7`oR�Mvl'ATER Ru&Ia1aF. 2) A G9ACW46 G9RTir-1G -r1C' 1 44E7 rJ5J5 z 50/14-L RE P062 D- PR/02 7n PROOF OF SUBMISSION FORMS GAO, 7ip EIJ$vR,E Ppopop 5/7r- Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required Building Division Valuation: $ Rev. 04/17 Quail Ridge Estates - Plan Review Worksheet Address: TI -55- R z- ✓ <O " C --f - Quail Ridge Estates Subdivision, Lot #: Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: 3 5 b sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): 3 3 04,'� sq. ft. (not including accessory structures) Total Proposed Building Coverage: � O 2-Z sq. ft. q ( % Accessory Building Coverage VST sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Interior Side 5' S 5 I Side on street 10' h�w Rear 20' i Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) s Side (8'-15' tall) Y) 0 - Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? V.' s (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% 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. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ O'scii following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. z City of .SINGLE FAMILY/DUPLEX ..W heat � e U B t IC WN o R K 5 BUILDING PERMIT APPLICATION REVIEW Date:/� 1:7 Location:_6256 ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a uew HV&'=- 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: refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes 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. --Z— Does all existing roadway/alley R.O.W. meet the standards of the City: -4/— 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. 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. (da. Yea 7 Signature Mark an Nattan Date—T 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not 7— approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. Stipulations: Rooms nPAIJSI t�nWi �7�_,U_ 7• �a �fL2�T�t� �p A5 -1b Nor hl. 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. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS ASA 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 Wh6atRLdgc 1'xlJvBt iC.. `,/0RKS 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: /2 /6� /I7 Location of Construction: 52 SE P/F,QSOAt rT Purpose of Construction: Single Family _z Commercial Development Review Processing lFee:................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Dunlex Review Fee: ..................................... $50.00 Commercial/Multi-Famiiv Review Fees: e 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 e 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 -Family I Zi ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: ® Resubmittal Fees: 3rd submittal (%z initial review fee): .............................. ..................... $300.00 $ 4th 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): $LaLiiL� 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.whea tridge.co.us Rev 12112 City of �BLICWheatWcgc 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 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 www.ci.wheatridge.coms Rev 2/08 City of Wheat Ridge 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: Project Address: i��V�►�1��� Name of Firm/ Individual submitting documents: '--4m'1cn-6n �6m(2Z� Project Type/ Description: 3T b Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY j/ 1 am a duly authorized representative of the agency indi ated below and do, by nly 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 g,,�alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Sig nit ure v v"L L!� Dat e: (Agency*presentative) 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) March 28, 2017 Re: 5255 Pierson Court m greet 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, Fonda Wilhelm Office Manager 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 .neat F669 C_ auildirig plvisw" THIS DEED, Made this February � 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 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 I�Kyoew By: t Rid9E. dVhea Name: Robert R. Short Title: President aUiidin� pivisiOr State of Colorado ) County of 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 seal.— Mycommission expires: Notary, Public JANET S JACKSON NOTARY PUBLIC OF COLORADO NOTARY 10 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 j Page 2 of 3 v`Vheat. Ridgc-: EXHIBIT A pirismr �uildin9 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 After recording, return to: Otten Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N ��eat Rid9F 3ullding D1`�isior 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 Lender 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 Trustce in trust, Mth 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 "Lot" 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 sum 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- '1455(poY-cu 1353913.2 ,its• (b) the payment of all other sums, with interest thereon at foto- 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 perfonnance 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 filed. 2 1353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or pernait 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 Securitv. 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 ' itv "' 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 tdfheat Ridge protect Lender's interest, including, but not limited to: Building Division (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) sums due under 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 com7ection 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 'qty or amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears tQ Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in heat Ridge the Property means the fair market value of the Property less the amount of sums secured by botl �3, lding Divi'ior` 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 offers 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 sums 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 InTIMM 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. iity o' 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 Wheat Ridgy 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 Building Division 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, i� 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. lity 0" Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or tVheat RidgE abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, 8uming Divisior 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 Chis 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 00/1.00 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 Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law 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 pen -nits, fees, demolition, relocation and installation ("Dry 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 "Utility 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 ;ity Q� 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. Whent Ridge: 22. Transfer of the Property; Assumption. The following events shall be referred to Building Divisior. 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 7 1353913.2 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. [Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 '�ntheat RidgE R{ail�1e» Division EXECUTED BY BORROWER. REMINGTON HOMES OF COLORADO, INC., a Colorado corporation/ By: Title: `...5 4 /1;-3L11 �,l-. STATE OF COLORADO § ;,ty or § COUNTY Orj !1§ n�heat Ridq The for ping instrument was acknowledged before me this 26th day of February, 2016;"'i11ing Division by �,t'�QS NQS pf e� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. "AbWitless my hand and official seal. ENotary N::R BIJCMAigt[M My commission ary-Puti'iic expires: �11 of Colorado D 20004037048 n Expires Se 23, 2017 Notary Public 9 1353913.2 August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 14, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 IN I N C O R P O R A T E D I\ 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 sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 17.9 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. 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. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 D 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 0.4 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 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 supported floor will be constructed or request that a structurally supported floor be installed. 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. 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 - 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 14, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 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 is,taken. CTL I THOMPSON, I 516C REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 14, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 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 Engineers' (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 Cate o Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surchar e 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 o1 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 fl atwo rk. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-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 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 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. 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. REMINGTON HOMES Exhibit A-3 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 EXHIBIT B;� 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. 2. 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 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. REMINGTON HOMES Exhibit B-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 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC.LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Pae 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - 5255 Pierson Ct Designed By: Andy O'Leary Project Date: Thursday, October 26, 2017 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: Andy O'Leary 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: aoleary9smithandwillis.com i Design Data Reference City: Arvada, Colorado Building Orientation: House faces East 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 Check. Figures Total Building Supply CFM: 1,305 CFM Per Square ft.: 0.304 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,232 Volume (ft3) of Cond. Space: 40,497 Building Loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 24,867 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,867 Btuh 2.07 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. Wheat Ridge Building Division M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM --Residential Rhvac & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct 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: 0.281 AC/hr 0.250 AC/hr 118 CFM 105 CFM Infiltration Actual: 0.329 AC/hr 0.303 AC/hr Above Grade Volume: X 25.122 Cu.ft. X 25.122 Cu.ft. j 8,277 Cu.ft./hr 7,623 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 138 CFM 127 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 (105 CFM) Summer Infiltration Specified: 0.250 AC/hr (105 CFM) If -'Ay of N(heat. Ridgy Building D'Vislon M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 3 Load Preview Report Net ft.2 Sen Lat Net Sen Hts g Cls g Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 2.07 2,232 4,290 24,867 -1,799 24,867 43,636 857 1,305 1,305 System 1 2.07 2,232 4,290 24,867 -1,799 24,867 43,636 857 1,305 1,305 25x17 Humidification 3,998 Zone 1 4,290 24,867 -1,799 24,867 39,638 857 1305 1,305 16x16 1 -Basement 715 1,247 -130 1247 3,907 84 65 84 5,5 2 -Crawl Space 559 159 -103 159 2,595 56 8 56 Not M 1 D4 1- 3-Mstr Bedroom 264 3,347 -151 3,347 3,694 80 176 176 7,7 4-W/C 21 295 -58 295 565 12 15 15 4 5-Mstr Bath 107 481 -61 481 770 17 25 25 5 6-MstrWIC 96 478 -194 478 1,515 33 25 33 5 7 -Mud Room 80 330 -81 330 841 18 17 18 4 8-Dining/Kitchen 414 6,076 -401 6,076 5,127 111 319 319 7,7,7 9 -Study 162 1,040 90 1,130 1,478 32 55 55 5,5 10 -Bedroom 2 168 1,349 -72 1,349 2,616 57 71 71 6,6 11 -Bath 73 578 -178 578 1,473 32 30 32 5 12 -Laundry 73 826 -162 826 1,414 31 43 43 5 13 -Foyer 177 673 -91 673 1,226 27 35 35 5 14 -Great Room 514 6,020 -463 6,020 6,961 151 316 316 7,7,7 15 -Bedroom 4 236 1,156 138 1294 2,120 46 61 61 7 16 -Bedroom 5 228 766 147 913 1,885 41 40 41 5 17 -Bath 4 66 11 -8 11 320 7 1 7 4 18-Mech Room 337 34 -21 34 1,131 24 2 24 5 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. C;tv/ 1§ 'Alheat Ridge 130ding 7ivisior M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. 0.0003 7 329 0.009 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: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 93.3 Runout 0.0003 7 329 0.009 Up: ST -150 55 5.4 0.027 0.017 Rnd 31.7 7.7 61.6 0.025 Presize 88 58 0.315 0.485 Up: ST -230 128 3.1 0.022 0.007 Rnd 2.5 4.4 `ifat ---Duct Name: SR -110, Supplies: Mstr Bedroom, Fittings: 2-I, 4-G, Effective Length: 89.3 0.333 Runout 0.0003 7 329 !heat p 4.,0.009 Up: ST -170 55 5.4 0.027 0.016 Rnd 31.7 7.7 57.7 Building D,,,;,,,,0.024 Presize 88 58 0.316 0.484 ---Duct Name: SR -120, Supplies: W/C, Fittings: 2-I, 4-G, Effective Length: 36.6 Runout 0.0003 4 172 Up: ST -130 55 3.1 0.018 Rnd 9.2 4.4 27.4 Presize 15 9.6 0.333 0.002 0.005 0.006 0.467 ---Duct Name: SR -130, Supplies: Mstr WIC, Fittings: 2-I, 4-H, Effective Length: 35.4 Runout 0.0003 6 Runout 0.0003 5 242 0.001 Up: ST -340 128 3.9 0.022 0.007 Rnd 4.7 5.5 30.7 0.008 Presize 33 6.1 0.332 0.468 ---Duct Name: SR -140, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 32.3 Runout 0.0003 4 206 0.001 Up: ST -230 128 3.1 0.022 0.007 Rnd 2.5 4.4 29.8 0.007 Presize 18 2.6 0.333 0.467 ---Duct Name: SR -150, Supplies: Laundry, Fittings: 2-I, 4-11-1, Effective Length: 41.1 Runout 0.0003 6 Runout 0.0003 5 315 0.001 Up: ST -190 55 3.9 0.038 0.014 Rnd 3.8 5.5 37.3 0.016 Presize 43 5 0.325 0.475 ---Duct Name: SR -160, Supplies: Foyer, Fittings: 2-I, 4-G, Effective Length: 55.9 Runout 0.0003 5 Runout 0.0003 5 257 0.003 Up: ST -320 55 3.9 0.027 0.012 Rnd 11.8 5.5 44.0 0.015 Presize 35 15.5 0.327 0.473 ---Duct Name: SR -170, Supplies: Bedroom 2, Fittings: 2-I, 4-G, Effective Length: 77.3 Runout 0.0003 6 178 0.003 Up: ST -310 55 4.7 0.011 0.005 Rnd 27.8 6.6 49.5 0.009 Presize 35 43.7 0.332 0.468 ---Duct Name: SR -180, Supplies: Study, Fittings: 2-I, 4-1-1, Effective Length: 29.8 Runout 0.0003 5 198 0.001 Up: ST -260 55 3.9 0.017 0.004 Rnd 3.3 5.5 26.5 0.005 Presize 27 4.4 0.335 0.465 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -Residential &Light Commercial HVAC Loads � Elite Software Development, Inc. -Smith &Willis HVAC LLC �` Remington Homes -Quail Ridge - 5255 Pierson Ct Manual D Ductsize Data -Duct System 1 -Supply (cont'd) ---Duct Name, etc. Runout Runout 0.0003 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.Avaii SPL.Cumul ---Duct Name: SR -190, Supplies: Bedroom 2, Fittings: 2-I, 4-G, Effective Length: 68.8 Runout Runout 0.0003 6 178 Up: ST -180 0.003 Up: ST -220 55 4.7 0.011 City of, 0.005 Rnd 27.8 6.6 41.0 58.3 0.008 Presize 35 43.7 0.334 Wheat %iidge 0.466 393 0.010 Up: ST -120 55 5.4 0.037 Duct Name: SR -200, Supplies: BFittings: 2-I, 4-H, Effective Length: 56.8 27.2 3uiiding Divs;on 64.1 Runout0.0003 Presize 105 235 0.309 0.005 Up: ST -250 128 3.9 0.021 Runout 0.007 Rnd 23.7 5.5 33.1 55 0.012 Presize 32 31 0.330 7.7 0.470 ---Duct Name: SR -210, Supplies: Great Room, Fittings: 2-I, 4-I, 8-A2, 8-A2, 8-A2, Effective Length: 96.0 Runout 0.0003 7 393 0.012 Up: ST -180 55 5.4 0.037 0.024 Rnd 31.8 7.7 64.1 0.035 Presize 105 58.3 0.305 0.495 ---Duct Name: SR -220, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 91.3 4-G, 8-A2, 8-A2, Effective Runout 0.0003 7 393 0.010 Up: ST -120 55 5.4 0.037 0.024 Rnd 27.2 7.7 64.1 0.034 Presize 105 49.8 0.309 0.491 ---Duct Name: SR -230, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 93.6 Runout 0.0003 7 397 0.009 Up: ST -350 55 5.4 0.037 0.026 Rnd 25.2 7.7 68.4 0.035 Presize 106 46.1 0.307 0.493 ---Duct Name: SR -240, Supplies: Dining/Kitchen, Fittings: 2-I, 4-G, Effective Length: 97.7 Runout 0.0003 7 397 0.009 Up: ST -310 55 5.4 0.037 0.027 Rnd 25.2 7.7 72.5 0.037 Presize 106 46.1 0.304 0.496 ---Duct Name: SR -250, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 103.8 Runout 0.0003 7 393 0.011 Up: ST -320 55 5.4 0.037 0.027 Rnd 29.3 7.7 74.5 0.038 Presize 105 53.8 0.304 0.496 ---Duct Name: SR -260, Supplies: Dining/Kitchen, Fittings: 2-I, 4-H, Effective Length: 66.8 Runout 0.0003 7 397 0.007 Up: ST -260 55 5.4 0.037 0.018 Rnd 19.2 7.7 47.7 0.025 Presize 106 35.1 0.315 0.485 ---Duct Name: SR -270, Supplies: Study, Fittings: 2-I, 4-G, 8-A2, 8-A2, Effective Length: 57.2 Runout 0.0003 5 198 0.002 Up: ST -200 55 3.9 0.017 0.008 Rnd 10.0 5.5 47.2 0.010 Presize 27 13.1 0.331 0.469 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 E Page 6 j Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 5 183 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 -280, Supplies: Mstr Bath, Fittings: 2-I, 4-G, Effective Length: 55.0 Runout 0.0003 5 183 Up: ST -270 55 3.9 0.015 Rnd 15.5 5.5 39.5 Presize 25 20.3 0.332 ---Duct Name: ST -350, Feeds Into: Mech Room, Effective Length: 1.0 0.340 Trunk 0.0003 15.2 364 Up: ST -110 55 20 0.014 Rect 1.0 10 0.0 Presize 505 5 0.342 ---Duct Name: ST -340, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.002 pity 0.006 0.000 0.008 'Atheat 1[ryc 0.468 0.006 0.000 3uiloing r: , ,son 0.000 10 0.000 0.000 0.000 193 0.458 Trunk 0.0003 12.9 199 0.000 Up: ST -300 55 14 0.006 0.000 Rect 1.0 10 0.0 0.000 Presize 193 4 0.340 0.460 ---Duct Name: ST -330, Feeds Into: Bedroom 5, Effective Length: 0.7 Trunk 0.0003 12.9 42 0.000 Up: ST -150 128 14 0.000 0.000 Rect 0.7 10 0.0 0.000 Presize 41 2.7 0.340 0.460 ---Duct Name: ST -290, Feeds Into: Bedroom 5, Effective Length: 2.5 ---Duct Name: ST -250, Feeds Into: Mech Room, Effective Length: 0.8 Trunk Trunk 0.0003 15.2 184 0.000 Up: ST -170 55 20 0.004 0.000 Rect 2.5 10 0.0 0.000 Presize 255 12.5 0.340 0.460 ---Duct Name: ST -270, Feeds Into: Bedroom 5, Effective Length: 1.2 0.0003 16.9 Trunk 0.0003 12.9 173 0.000 Up: ST -160 55 14 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 168 4.7 0.340 0.460 ---Duct Name: ST -260, Feeds Into: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -200 55 14 Rect 0.7 10 Presize 133 2.7 ---Duct Name: ST -250, Feeds Into: Mech Room, Effective Length: 0.8 Trunk 0.0003 15.2 Up: ST -350 55 20 Rect 0.8 10 Presize 399 4.2 ---Duct Name: ST -240, Feeds Into: Mech Room, Effective Length: 1.3 Trunk 0.0003 16.9 Up: ST -120 55 25 Rect 1.3 10 Presize 681 7.8 137 0.003 0.0 0.340 287 0.009 0.0 0.342 392 0.015 0.0 0.342 0.000 0.000 0.000 0.460 0.000 0.000 0.000 0.458 0.000 0.000 0.000 0.458 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads ® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 7 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 15.2 Up: ST -180 55 20 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 -230, Feeds Into: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 15.2 Up: ST -180 55 20 Rect 1.2 10 Presize 360 5.8 ---Duct Name: ST -220, Feeds Into: Mech Room, Effective Length: 1.5 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 1.5 10 Presize 369 7.5 ---Duct Name: ST -210, Feeds Into: Mech Room, Effective Length: 3.7 Trunk 0.0003 12.9 Up: ST -220 55 14 Rect 3.7 10 Presize 334 14.7 ---Duct Name: ST -200, Feeds Into: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 Up: ST -310 55 14 Rect 0.7 10 Presize 160 2.7 ---Duct Name: ST -190, Feeds Into: Mech Room, Effective Length: 7.5 Trunk 0.0003 15.2 Up: ST -320 55 20 Rect 7.5 10 Presize 508 37.5 ---Duct Name: ST -180, Feeds Into: Bedroom 5, Effective Length: 3.8 Trunk 0.0003 15.2 Up: ST -190 55 20 Rect 3.8 10 Presize 465 19.2 ---Duct Name: ST -170, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 15.2 Up: ST -230 55 20 Rect 1.0 10 Presize 343 5 ---Duct Name: ST -160, Feeds Into: Bedroom 5, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -340 55 14 Rect 1.7 10 Presize 168 6.7 ---Duct Name: ST -150, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -130 55 14 Rect 1.0 10 Presize 128 4 259 0.000 0.008 0.000 0.0 0.000 0.340 /0�at 0.460 266 Ruilding Divisiu_; 0.000 0.008 0.000 0.0 0.000 0.342 0.458 344 0.001 0.015 0.000 0.0 0.001 0.341 0.459 165 0.000 0.004 0.000 0.0 0.000 0.340 0.460 366 0.001 0.015 0.000 0.0 0.001 0.341 0.459 335 0.000 0.012 0.000 0.0 0.000 0.341 0.459 247 0.007 0.0 0.340 173 0.005 0.0 0.340 132 0.003 0.0 0.340 0.000 0.000 0.000 0.460 0.000 0.000 0.000 0.460 0.000 0.000 0.000 0.460 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 -__ _- ?age --8- Manual D Ductsize Data - Duct System 1 - Supply (contbq ---Duct Name, etc. Runout 0.0003 7 Trunk 0.0003 15.2 184 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: Bedroom 5, Effective Length: 2.8 Runout 0.0003 7 Trunk 0.0003 15.2 184 0.000 Up: ST -290 55 20 0.004[ty c`;: 0.000 Rect 2.8 10 0.0 0.000 Presize 255 14.2 0.340VhDBt �,UgCO.460 ---Duct Name: ST -130, Feeds Into: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 12.9 Trunk 0.0003 12.9 147 Building Divs,i y, 0.000 Up: ST -270 55 14 0.003 0.000 Rect 1.2 10 0.0 0.000 Presize 143 4.7 0.340 0.460 ---Duct Name: SMT -100, Feeds Into: Mech Room, Fitting: 1-02, Effective Length: 134.9 Trunk 0.0003 22.4 438 0.000 Up: Fan 55 25 0.012 0.016 Rect 0.7 17 134.2 0.357 Presize 1,293 4.9 0.343 0.457 ---Duct Name: ST -110, Feeds Into: Mech Room, Effective Length: 5.0 Trunk 0.0003 15.2 365 0.001 Up: SMT -100 55 20 0.014 0.000 Rect 5.0 10 0.0 0.001 Presize 507 25 0.342 0.458 ---Duct Name: ST -120, Feeds Into: Mech Room, Effective Length: 1.2 Thursday, October 26, 2017, 10:43 AM Trunk 0.0003 16.9 453 0.000 Up: SMT -100 55 25 0.020 0.000 Rect 1.2 10 0.0 0.000 Presize 786 6.8 0.343 0.457 ---Duct Name: SR -290, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 76.9 Runout 0.0003 7 228 0.004 Up: ST -140 55 5.4 0.014 0.006 Rnd 31.3 7.7 45.6 0.011 Presize 61 57.4 0.329 0.471 ---Duct Name: ST -300, Feeds Into: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 12.9 200 0.000 Up: ST -140 55 14 0.006 0.000 Rect 1.0 10 0.0 0.000 Presize 194 4 0.340 0.460 ---Duct Name: SR -300, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 72.7 Runout 0.0003 5 308 0.008 Up: ST -210 128 3.9 0.033 0.016 Rnd 24.7 5.5 48.1 0.024 Presize 42 32.3 0.317 0.483 ---Duct Name: ST -310, Feeds Into: Mech Room, Effective Length: 5.0 Trunk 0.0003 12.9 310 0.001 Up: ST -210 55 14 0.013 0.000 Rect 5.0 10 0.0 0.001 Presize 301 20 0.341 0.459 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac •Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes Ouail Ridge 5255 Pierson Ct Littleton CO 80125 Pa e 9 Manual D Ductsize Data - Duct System 1 - Supply (cont' q ---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: SR -310, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 61.7 Runout 0.0003 5 308'e i1a 0.009 Up: ST -240 128 3.9 0.033 t Rl!t:-,0.012 Rnd 26.3 5.5 Presize 42 34.5 35.3� 0.322 0.020 0.478 ---Duct Name: ST -320, Feeds Into: Mech Room, Effective Length: 1.2 Trunk 0.0003 15.2 467 0.000 Up: ST -240 55 20 0.022 0.000 Rect 1.2 10 0.0 0.000 Presize 648 5.8 0.342 0.458 ---Duct Name: SR -320, Supplies: Bedroom 5, Fittings: 4 -AD, 2-I, Effective Length: 39.0 Runout 0.0003 5 301 0.001 Up: ST -330 128 3.9 0.032 0.011 Rnd 3.8 5.5 35.1 0.012 Presize 41 5 0.327 0.473 ---Duct Name: SR -330, Supplies: Bath 4, Fitting: 2-I, Effective Length: 26.6 Runout 0.0003 4 80 0.001 Up: ST -300 128 3.1 0.004 0.000 Rnd 15.7 4.4 11.0 0.001 Presize 7 16.4 0.339 0.461 ---Duct Name: SR -340, Supplies: Mech Room, Fitting: 2-I, Effective Length: 29.2 Runout 0.0003 5 176 0.001 Up: ST -110 128 3.9 0.012 0.003 Rnd 5.8 5.5 23.4 0.004 Presize 24 7.6 0.338 0.462 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 loss of the return side. Summar Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,351 Main trunk airflow: 1,293 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -340 Smallest runout diameter: 4 SR -120 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss: 0.496 SR -250 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac • Reshcfential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 E Page 10 - -- ------------- Manual D Ductsize Data - Duct System 1 - Supply (cont'o Summar Return loss added to supply: 0.100 Total effective length of return ( ft.): 298.9 Crawl RA t'to Total effective length of supply ( ft.): 242.4 SR -250 9 Overall total effective length ( ft.): 541.3 Crawl RA to SR -250 `�h�at �fd�e Design overall friction rate per 100 ft.: 0.085 (Available SP x 100 / TEL) System duct surface area (No Scenario): Total system duct surface area: Widing DfvtSMI 985.4 985.4 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 E i_- Pae 11 Manual D Ductsize Data - Duct system 1 - Return ---Duct Name, etc. 0.0003 Runout 0.0003 Up: 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: Dining/Kitchen, Fitting: 6-L, Effective Length: 33.3 out 0.0003 12.2 520 0.003 RT 230 75 8 0.035 rty 01 0.009 0.012 ize 4602 32 -0.003 e�f Ridg p.012 ---Duct Name: GR High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.8 Run 'Uifd'n9 Divrs,a,, 0.001 0.004 0.005 Runout 0.0003 7 337 Up: RT -1 10 75 5.4 0.027 3.2 7.7 13.6 Presize 90 5.8 0.012 0.005 Run 0.0003 Runout 0.0003 Up: 322 0.003 Rnd Rect 5.4 16 25.3 Pres 10.5 7.7 13.5 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 24.0 0.0003 Runout 0.0003 7 322 0.003 Rnd 75 5.4 0.025 0.003 Rnd ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 24.0 0.0003 Runout 0.0003 7 322 0.003 Up: RT -150 75 5.4 0.025 0.003 Rnd 10.5 7.7 13.5 0.006 Presize 86 19.2 -0.010 0.006 ---Duct Name: Hall High, Returns From: Great Room, Fitting: 6-L, Effective Length: 24.0 Runout 0.0003 7 322 0.003 Up: RT -120 75 5.4 0.025 0.003 Rnd 10.5 7.7 13.5 0.006 Presize 86 19.2 -0.010 0.006 ---Duct Name: Mstr Low, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 30.9 Runout 0.0003 7 311 0.004 Up: RT -160 75 5.4 0.024 0.003 Rnd 17.5 7.7 13.4 0.007 Presize 83 32.1 -0.008 0.007 ---Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 30.9 Runout 0.0003 7 311 0.004 Up: RT -200 75 5.4 0.024 0.003 Rnd 17.5 7.7 13.4 0.007 Presize 83 32.1 -0.008 0.007 ---Duct Name: Mstr High, Returns From: Mstr Bath, Fitting: 6-L, Effective Length: 30.9 Runout 0.0003 7 311 Up: RT -180 75 5.4 0.024 Rnd 17.5 7.7 13.4 Presize 83 32.1 -0.008 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-L, Effective Length: 18.1 Runout 0.0003 7 322 Up: RT -110 75 5.4 0.025 Rnd 4.7 7.7 13.5 Presize 86 8.6 -0.012 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-L, Effective Length: 20.8 Runout 0.0003 7 322 Up: RT -140 75 5.4 0.025 Rnd 7.3 7.7 13.5 Presize 86 13.4 -0.011 0.004 0.003 0.007 0.007 0.001 0.003 0.005 0.005 0.002 0.003 0.005 0.005 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 E Page 12 Manual D Ductsize Data - Duct System 1 - Return conttl ---Duct Name, etc. Trunk 0.0003 12.9 Up: RT -210 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Lossl100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area _ SP.Avail SPL.Cumul ---Duct Name: RT -230, Feeds From: Mech Room, Effective Length: 1.7 Trunk 0.0003 12.9 Up: RT -210 75 14 Rect 1.7 10 Presize 462 6.7 ---Duct Name: RT -200, Feeds From: Bedroom 5, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RT -180 75 20 Rect 1.0 10 Presize 83 5 ---Duct Name: RT -180, Feeds From: Bedroom 5, Effective Length: 3.8 Trunk 0.0003 15.2 Up: RT -160 75 20 Rect 3.8 10 Presize 166 19.2 ---Duct Name: RT -170, Feeds From: Mech Room, Effective Length: 1.7 Trunk 0.0003 16.9 Up: RT -140 75 25 Rect 1.7 10 Presize 668 9.7 ---Duct Name: RT -160, Feeds From: Bedroom 5, Effective Length: 2.5 Trunk 0.0003 15.2 Up: RT -150 75 20 Rect 2.5 10 Presize 249 12.5 ---Duct Name: RT -150, Feeds From: Bedroom 5, Effective Length: 1.2 Trunk 0.0003 15.2 Up: RT -120 75 20 Rect 1.2 10 Presize 335 5.8 ---Duct Name: RT -140, Feeds From: Mech Room, Effective Length: 1.3 Trunk 0.0003 16.9 Up: RT -110 75 25 Rect 1.3 10 Presize 754 7.8 475 Cihfof 0.000 0.027 P 0.000 0.0 0.000 -0.015 0.012 60 0.001 0.0 -0.015 120 0.002 0.0 -0.015 385 0.014 0.0 -0.016 179 0.004 0.0 -0.015 241 0.007 0.0 -0.016 434 0.018 0.0 -0.016 ---Duct Name: RMT -100, Feeds From: Mech Room, Fittings: 5-L, 5-11, Effective Length: 265.8 Trunk 0.0003 18.6 649 Up: Fan 75 25 0.031 Rect 0.7 12 265.0 Presize 1,351 4.4 -0.017 ---Duct Name: RT -110, Feeds From: Mech Room, Effective Length: 2.7 Trunk 0.0003 16.9 536 Up: RMT -100 75 25 0.026 Rect 2.7 10 0.0 Presize 930 15.6 -0.017 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.099 0.000 0.082 0.083 0.100 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Pa a 13 _ _ j Manual D Ductsize Data - Duct System 1 - Return (cont'd) ---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 -120, Feeds From: Bedroom 5, Effective Length: 17.8 Trunk 0.0003 15.2 303 0.002 Up: RMT -100 75 20 0.010 0.000 Rect 17.8 10 0.0 0.002 Presize 421 89.2 -0.016 0.008 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fittings: 6-L, 6-C, Effective Length: 27.5 Runout 0.0003 5 411 0.008 Up: RT -170 75 3.9 0.059 0.008 Rnd 13.5 5.5 14.0 0.016 Presize 56 17.7 0.000 0.016 ---Duct Name: RT -210, Feeds From: Mech Room, Effective Length: 0.7 Trunk 0.0003 12.9 630 0.000 Up: RT -220 75 14 0.044 0.000 Rect 0.7 10 0.0 0.000 Presize 612 2.7 -0.016 0.013 ---Duct Name: RT -220, Feeds From: Mech Room, Effective Length: 1.0 Trunk 0.0003 12.9 630 0.000 Up: RT -170 75 14 0.044 0.000 Rect 1.0 10 0.0 0.000 Presize 612 4 -0.016 0.013 I ---Duct Name: Bsmt Low, Returns From: Basement, Fittings: 6-L, 6-C, Effective Length: 37.5 Runout 0.0003 8 430 0.004 Up: RT -210 75 6.2 0.036 0.009 Rnd 12.0 8.7 25.5 0.013 Presize 150 25.1 -0.002 0.013 I 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 loss of the return side. Summar Number of active trunks: 12 Number of active runouts: 11 t ltw of Total runout outlet airflow: 1,351 Main trunk airflow: 1,351 ;A:►hant Ridge Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.2 Kitchen Low Smallest trunk diameter: 12.9 RT -230 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.016 Crawl RA Return loss added to supply: 0.100 Total effective length of return ( ft.): 298.9 Crawl RA M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Lig ht Commercial HVAC Loads Elite Software Develo ment, Inc. Smith & Willis HVAC LLCERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 _......... ___—_ —_Page 14 Manual D Ductsize Data - Duct System 1 - Return (cont'd) System duct surface area (No Scenario): 419.7 Total system duct surface area: 419.7 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. ;itv c. ° KVheat Ridpq �tlildinu :�ViS101? M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -.Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 " Page 15 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 451.2 9,346 0 11,940 11,940 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R13 Framed -8: Wall -Basement, Custom, R13 Finished 545.5 1,901 0 33 33 Framed Basement R13 Framed -7: Wall -Basement, Custom, R13 Finished 152.6 568 0 30 30 Framed Basement R13 Framed -9: Wall -Basement, Custom, R13 Finished 479.6 1,686 0 35 35 Framed Basement R11 Draped -4: Wall -Basement, Custom, R11 Draped 418.8 1,537 0 61 61 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2043.8 9,166 0 1,899 1,899 cavity, no board insulation, siding finish, wood studs R11 Draped -9: Wall -Basement, Custom, R11 Draped 166.2 607 0 14 14 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,107 2,107 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 21 A -32-c: Floor -Basement, Concrete slab, any thickness, 1610.5 2,222 0 0 ' v of 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 11.2 27 0 4 4 Passive, R-30 blanket insulation, carpet covering 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 529.9 731 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: 31,280 0 16,312 16,312 People: 6 1,200 1,380 2,580 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 138, Summer CFM: 127 8,358 -2,999 2,119 -880 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 10.90 gal/day : 3,998 0 0 0 AED Excursion: 0 0 3,856 3,856 Total Building Load Totals: 43,636 -1,799 24,867 23,068 Check Fi ures Total Building Supply CFM: 1,305 CFM Per Square ft.: 0.304 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,232 Volume (ft3) of Cond. Space: 40,497 Building loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 24,867 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,867 Btuh 2.07 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. M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM [Aft -vac • Residential & LightCommercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Pae 16 _ System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total j Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 451.2 9,346 0 11,940 11,940 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R13 Framed -8: Wall -Basement, Custom, R13 Finished 545.5 1,901 0 33 33 Framed Basement R13 Framed -7: Wall -Basement, Custom, R13 Finished 152.6 568 0 30 30 Framed Basement R13 Framed -9: Wall -Basement, Custom, R13 Finished 479.6 1,686 0 35 35 Framed Basement R11 Draped -4: Wall -Basement, Custom, R11 Draped 418.8 1,537 0 61 61 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2043.8 9,166 0 1,899 1,899 cavity, no board insulation, siding finish, wood studs R11 Draped -9: Wall -Basement, Custom, R11 Draped 166.2 607 0 14 14 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2148.9 2,967 0 2,107 2,107 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark �r Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation .1/hQat Ridge 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1610.5 2,222 0 0 0 2 or more feet below grade, no insulation below floor, Ruilding Divisio,,; carpet covering, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 11.2 27 0 4 4 Passive, R-30 blanket insulation, carpet covering 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 529.9 731 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: 31,280 0 16,312 16,312 People: 6 1,200 1,380 2,580 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 138, Summer CFM: 127 8,358 -2,999 2,119 -880 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 10.90 gal/day : 3,998 0 0 0 AED Excursion: 0 0 3,856 3,856 System 1 Whole House System Load Totals: 43,636 -1,799 24,867 23,068 Check Figures Supply CFM: 1,305 CFM Per Square ft.: 0.304 Square ft. of Room Area: 4,290 Square ft. Per Ton: 2,232 Volume (ft3) of Cond. Space: 40,497 System Loads Total Heating Required Including Ventilation Air: 43,636 Btuh 43.636 MBH Total Sensible Gain: 24,867 Btuh 100 % Total Latent Gain: -1,799 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,867 Btuh 2.07 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. M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson C' _ittleton, CO 80125 _ Page 17 Equipment Data - System 1 _ Whole House System Cooling System Type: Standard Air Conditioner Outdoor Model: CA13NA036*"'C Indoor Model: CNPV*4221AL"+TDR Tradename: CARRIER AIR CONDITIONING Outdoor Manufacturer: CARRIER AIR CONDITIONING AHRI Reference No.: 6395682 Nominal Capacity: 34000 Efficiency: 13 SEER Heating System Type Model: Tradename: Manufacturer Description: Capacity: Efficiency: Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE City Of ;Vhpal Ric1ge M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Pae 18 Detailed Room Loads - Room 1 - Basement (Avera 7e Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 714.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 715.0 sq.ft. Supply Air: 84 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.7 AC/hr Volume: 7,264.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R13 Framed -8 19.5 X 10.2 178.3 0.049 3.5 627 0.1 0 14 N -Wall-R13 Framed -8 2 X 10.2 20.3 0.049 3.6 73 0.1 0 3 W -Wall-R13 Framed -7 15 X 10.2 152.6 0.049 3.7 568 0.2 0 30 N -Wall-R13 Framed -8 10.8 X 10.2 90.1 0.049 3.4 308 0.0 0 2 N -Wall-R13 Framed -9 4.3 X 10.2 44 0.049 3.5 155 0.1 0 3 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 Floor -21 A-32 1 X 714.5 714.5 0.020 1.4 986 0.0 0 0 Subtotals for Structure: 3,545 0 962 Infil.: Win.: 6.0, Sum.: 5.5 122 2.976 362 0.756 -130 92 AED Excursion: 193 Room Totals: 3,907 -130 1,247 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 Page 19 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 558.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 559.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.2 AC/hr Volume: 2,888.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 56 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 643 ft./min. Percent of Supply: 0 % Runout Air Velocity: 643 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.328 in.wg./100 ft. Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped -4 25.2 X 5.2 130.1 0.049 3.7 477 0.1 0 19 E -Wall-R11 Draped -4 17.5 X 5.2 90.5 0.049 3.7 332 0.1 0 13 S -Wall-R11 Draped -4 16.2 X 5.2 83.6 0.049 3.7 307 0.1 0 12 E -Wall-R11 Draped -4 13.2 X 5.2 68.1 0.049 3.7 250 0.1 0 10 S -Wall-R11 Draped -4 9 X 5.2 46.5 0.049 3.7 171 0.1 0 7 Floor -21A-32 1 X 558.9 558.9 0.020 1.4 771 0.0 0 0 Subtotals for Structure: 2,308 0 61 Infil.: Win.: 4.7, Sum.: 4.4 96 2.979 287 0.758 -103 73 AED Excursion: 25 Room Totals: 2,595 -103 159 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson E Ct iL«ittleton, CO 80125 Page 20 Detailed Room Loads - Room 3 - Mstr Bedroom (Average Load Procedure General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 264.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 264.0 sq.ft. Supply Air: 176 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 4.4 AC/hr Volume: 2,401.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 16 CFM Actual Summer Infil.: 15 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 15.5 X 9.1 86.7 0.065 4.5 389 0.9 0 81 N -Wall-12F-Osw 4.5 X 9.1 40.9 0.065 4.5 183 0.9 0 38 S -Wall-12F-Osw 16.2 X 9.1 146.8 0.065 4.5 659 0.9 0 136 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 UP-Ceil-1613-50 264.3 X 1 264.3 0.020 1.4 365 1.0 0 259 ......... Subtotals for Structure: 2,715 0 2,350 Infil.: Win.: 16.2, Sum.: 14.9 328 2.981 979 0.755 -351 248 AED Excursion: 519 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 3,694 -151 3,347 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC® Remington Homes - Quail Ridge - 5255 Pierson NT Ct Littleton CO 80125 Page 21 Detailed Room Loads - Room 4 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 15 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 4.9 AC/hr Volume: 191.0 cu.ft. Req. Vent. CIg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 6 X 9.1 46.5 0.065 4.5 208 0.9 0 43 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-16B-50 21 X 1 21 0.020 1.4 29 1.0 0 21 Subtotals for Structure: 403 0 208 Infil.: Win.: 2.7, Sum.: 2.5 54 2.974 162 0.753 -58 41 AED Excursion: 46 Room Totals: 565 -58 295 suiic+;: M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 Page 22 Detailed Room Loads - Room 5 - Mstr Bath (Average Load Procedure) Genera( Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 106.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 107.0 sq.ft. Supply Air: 25 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.6 AC/hr Volume: 969.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Descri tionQuantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 6.3 X 9.1 _ 45.5 0.065 4.5 204 0.9 0 42 S -GIs-Remington shgc-0.3 0%S 6 0.300 20.7 124 18.0 0 108 S -GIs-Remington shgc-0.3 0%S 6 0.300 20.7 124 18.0 0 108 UP-Ceil-1613-50 106.7 X 1 106.7 0.020 1.4 147 1.0 0 105 Subtotals for Structure: 599 0 363 Infil.: Win.: 2.8, Sum.: 2.6 57 2.975 171 0.748 -61 43 AED Excursion: 75 Room Totals: 770 -61 481 j.r W '.wi 7E: {1=:)r"i,n _ 'SiCrl M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -.Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 _ Page 23 Detailed Room Loads - Room 6 - Mstr WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 95.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 96.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.3 AC/hr Volume: 868.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 1.2 X 9.1 10.6 0.065 4.5 48 0.9 0 10 E -Wall-12F-Osw 11.2 X 9.1 101.4 0.065 4.5 455 0.9 0 94 S -Wall-12F-Osw 7.7 X 9.1 69.6 0.065 4.5 312 0.9 0 65 UP-Ceil-1613-50 95.6 X 1 95.6 0.020 1.4 132 1.0 0 94 Floor -20P-30 1 X 11.2 11.2 0.035 2.4 27 0.3 0 4 Subtotals for Structure: 974 0 267 Infil.: Win.: 8.9, Sum.: 8.2 182 2.978 541 0.754 -194 137 AED Excursion: 74 Room Totals: 1,515 -194 478 i M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Pace 24 Detailed Room Loads - Room 7 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 80.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.5 AC/hr Volume: 731.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 8.3 X 9.1 57.8 0.065 4.5 259 0.9 0 54 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 UP-Ceil-16B-50 80.4 X 1 80.4 0.020 1.4 111 1.0 0 79 Subtotals for Structure: 616 0 222 Infil.: Win.: 3.7, Sum.: 3.4 76 2.975 225 0.754 -81 57 AED Excursion: 51 Room Totals: 841 -81 330 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson N Ct Littleton CO 80125 Page 25 Detailed Room Loads - Room 8 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 414.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 414.0 sq.ft. Supply Air: 319 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 5.1 AC/hr Volume: 3,762.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 18 CFM Actual Summer Infil.: 17 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 15 X 9.1 58.2 0.065 4.5 261 0.9 0 54 N -Wall-12F-Osw 26.3 X 9.1 209.1 0.065 4.5 938 0.9 0 194 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 . W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0%S 48 0.300 20.7 994 34.0 0 1,632 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 11.5 0 172 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 11.5 0 172 UP-Ceil-1613-50 414.2 X 1 414.2 0.020 1.4 572 1.0 0 406 Subtotals for Structure: 4,009 0 3,650 Infil.: Win.: 18.5, Sum.: 17.0 375 2.979 1,118 0.757 -401 284 AED Excursion: 942 Equipment: 0 1,200 Room Totals: 5,127 -401 6,076 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 26 Detailed Room Loads -Room 9 -Study (Average Load Procedure) - General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 161.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 162.0 sq.ft. Supply Air: 55 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,468.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 11.3 X 9.1 72.9 0.065 4.5 327 0.9 0 68 N -GIs-Remington shgc-0.3 100%S 30 0.300 20.7 621 11.5 0 345 UP-Ceil-16B-50 161.6 X 1 161.6 0.020 1.4 223 1.0 0 158 Subtotals for Structure: 1,171 0 571 Infil.: Win.: 5.1, Sum.: 4.7 103 2.984 307 0.758 -110 78 AED Excursion: 161 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 1,478 90 1,040 tiat�p., "V hL _iGilglf�S, M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 27 Detailed Room Loads -Room 10 -Bedroom 2 i— Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 168.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 168.0 sq.ft. Supply Air: 71 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.8 AC/hr Volume: 1,526.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 16.3 X 9.1 118.3 0.065 4.5 530 0.9 0 110 E -Wall-12F-Osw 11.7 X 9.1 106 0.065 4.5 475 0.9 0 98 N -GIs-Remington shgc-0.3 100%S 30 0.300 20.7 621 11.5 0 345 UP-Ceil-16B-50 168 X 1 168 0.020 1.4 232 1.0 0 165 Subtotals for Structure: 1,858 0 718 Infil.: Win.: 12.5, Sum.: 11.5 254 2.981 758 0.755 -272 192 AED Excursion: 209 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,616 -72 1,349 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM [Rhvac-Residential& LightCommeadcial HVAC Los mith &Willis HVAC LLC Remington Elite Software Development, Inc. Homes Quail Ridge 5255 Pierson Ct ttleton, CO 80125 Page 28 Detailed Room Loads - Room 11 - Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 12.5 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 662.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 5.8 X 9.1 52.9 0.065 4.5 237 0.9 0 49 S -Wall-12F-Osw 12.5 X 9.1 105.5 0.065 4.5 473 0.9 0 98 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-166-50 72.9 X 1 72.9 0.020 1.4 101 1.0 0 71 Subtotals for Structure: 977 0 362 Infil.: Win.: 8.2, Sum.: 7.5 166 2.980 496 0.757 -178 126 AED Excursion: 90 Room Totals: 1,473 -178 578 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM &LCght Commercial HVAC Loads Software -525 5PiePr�sgon Remington Ho elsteQua R Ridge 2 t Limit n, CIO 8HVAC0125 ttle — — Detailed Room Loads -Room 12 -Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 72.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 43 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 3.9 AC/hr Volume: 662.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gai, E -Wall-12F-Osw 7.2 X 9.1 53.9 0.065 4.5 242 0.9 0 50 S -Wall-12F-Osw 9.5 X 9.1 86.3 0.065 4.5 387 0.9 0 80 E -GIs-Remington shgc-0.3 0%S 11.2 0.300 20.7 233 34.0 0 383 UP-Ceil-16B-50 72.9 X 1 72.9 0.020 1.4 101 1.0 071 __........... . Subtotals for Structure: 963 0 584 Infil.: Win.: 7.4, Sum.: 6.9 151 2.980 451 0.753 -162 114 AED Excursion: 128 Room Totals: 1,414 -162 826 '1/h M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 _ _ _.Page 30 Detailed Room Loads - Room 13 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 177.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.ft. Supply Air: 35 CFM Ceiling Height: 9.1 ft. Supply Air Changes: 1.3 AC/hr Volume: 1,611.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Cig Lat Sera ` Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 3.5 X 9.1 21.8 0.065 4.5 98 0.9 0 20 E -Wall-12F-Osw 5.8 X 9.1 32.9 0.065 4.5 148 0.9 0 31 E -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 S -GIs-Remington shgc-0.3 0%S 10 0.300 20.7 207 18.0 0 180 UP-Ceil-1613-50 177.4 X 1 177.4 0.020 1.4 245 1.0 0 174 Subtotals for Structure: 974 0 505 Infil.: Win.: 4.2, Sum.: 3.8 85 2.975 252 0.755 -91 64 AED Excursion: 104 Room Totals. 1,226 -91 673 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light`Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 31 Detailed Room Loads - Room 14 - Great Room (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 513.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 514.0 sq.ft. Supply Air: 316 CFM Ceiling Height: 13.0 ft. Supply Air Changes: 2.8 AC/hr Volume: 6,680.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 31 CFM Actual Summer Infil.: 28 CFM Iter m Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 19.5 X 13 153.5 0.065 4.5 688 0.9 0 143 N -Wall-12F-Osw 2 X 13 26 0.065 4.5 117 0.9 0 24 N -Wall-12F-Osw 24 X 5 120 0.065 4.5 538 0.9 0 112 E -Wall-12F-Osw 18.2 X 5 90.8 0.065 4.5 407 0.9 0 84 S -Wall-12F-Osw 7.3 X 5 36.7 0.065 4.5 164 0.9 0 34 S -Wall-12F-Osw 3.8 X 5 19.1 0.065 4.5 86 0.9 0 18 S -W all-12F-Osw 14.8 X 5 74.2 0.065 4.5 333 0.9 0 69 W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 j W -GIs-Remington shgc-0.3 0%S 25 0.300 20.7 518 34.0 0 850 W -GIs-Remington shgc-0.3 0%S 50 0.300 20.7 1,035 34.0 0 1,700 UP-Ceil-16B-50 513.8 X 1 513.8 0.020 1.4 709 1.0 0 504 Subtotals for Structure: 5,113 0 4,388 Infil.: Win.: 30.5, Sum.: 28.1 620 2.979 1,848 0.756 -663 469 AED Excursion: 933 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,961 -463 6,020 i M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5255 Pierson Ct ® Littleton, CO 80125 Page 32 Detailed Room Loads - Room 15 - Bedroom 4 (Average Load Procedure) General' Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 236.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 236.0 sq.ft. Supply Air: 61 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 2,399.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R13 Framed -8 15.5 X 10.2 137.6 0.049 3.5 480 0.1 0 8 N -Wall-R13 Framed -9 4.5 X 10.2 45.8 0.049 3.5 161 0.1 0 3 S -Wall-R13 Framed -9 15.8 X 10.2 161 0.049 3.5 566 0.1 0 12 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 Floor -21A-32 1 X 236 236 0.020 1.4 326 0.0 0 0 Subtotals for Structure: 1,947 0 703 Infil.: Win.: 2.8, Sum.: 2.6 58 2.987 173 0.760 -62 44 AED Excursion: 179 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,120 138 1,156 I-. M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 33 Detailed Room Loads - Room 16 - Bedroom 5 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 16.7 ft. System Number: 1 Room Width: 13.7 ft. Zone Number: 1 Area: 228.0 sq.ft. Supply Air: 41 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.1 AC/hr Volume: 2,317.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R13 Framed-9 16.7 X 10.2 169.5 0.049 3.5 596 0.1 0 13 S -Wall-R13 Framed-8 13.7 X 10.2 119 0.049 3.5 413 0.0 0 6 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 Floor-21A-32 1 X 227.8 227.8 0.020 1.4 314 0.0 0 0 Subtotals for Structure: 1,737 0 380 Infil.: Win.: 2.4, Sum.: 2.2 50 2.988 148 0.747 -53 37 AED Excursion: 119 People: 200 lat/per, 230 sen/per: _ 1 _ _ _ 200 230 Room Totals: 1,885 147 766 iP1"?iP M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 Page 34 Detailed Room Loads - Room 17 - Bath 4 (Average Load Procedure) General —771 Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.3 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 66.0 sq.ft. Supply Air: 7 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.6 AC/hr Volume: 672.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTMLoss HTM Gain Gain S -Wall-R13 Framed -9 5.8 X 10.2 59.3 0.049 3.5 208 0.1 0 4 Floor -21 A-32 1 X 66.1 66.1 0.020 1.4 91 0.0 0 0 Subtotals for Structure: 299 0 4 Infil.: Win.: 0.3, Sum.: 0.3 7 2.952 21 0.703 -8 5 AED Excursion: 2 Room Totals: 320 -8 11 7S, -'- M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton CO 80125 Page 35 Detailed Room Loads - Room 18 - Mech Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 337.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 337.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.4 AC/hr Volume: 3,426.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -lJ Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped -9 13.7 X 10.2 139 0.051 3.7 508 0.1 0 12 E -Wall-R11 Draped -9 2.7 X 10.2 27.2 0.051 3.7 99 0.1 0 2 Floor -21 A-32 1 X 337 337 0.020 1.4 465 0.0 0 0 Subtotals for Structure: 1,072 0 14 Infil.: Win.: 1.0, Sum.: 0.9 20 2.959 59 0.752 -21 15 AED Excursion: 5 Room Totals: 1,131 -21 34 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 36 System 1 Room Load Summary Htg Min Run Run Clg Cig 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 Basement 715 3,907 84 5,5 - 1,247 -130 71 84 2 Crawl Space 559 2,595 56 11-4 643 159 -103 9 56 3 Mstr Bedroom 264 3,694 80 7,7 - 3,347 -151 191 176 4 W/C 21 565 12 4 295 -58 17 15 5 Mstr Bath 107 770 17 5 481 -61 27 25 6 Mstr WIC 96 1,515 33 5 478 -194 27 33 7 Mud Room 80 841 18 4 330 -81 19 18 8 Dining/Kitchen 414 5,127 111 7,7,7 6,076 -401 346 319 9 Study 162 1,478 32 5,5 1,040 90 59 55 10 Bedroom 2 168 2,616 57 6,6 1,349 -72 77 71 11 Bath 73 1,473 32 5 578 -178 33 32 12 Laundry 73 1,414 31 5 826 -162 47 43 13 Foyer 177 1,226 26 5 673 -91 38 35 14 Great Room 514 6,961 150 7,7,7 6,020 -463 343 316 15 Bedroom 4 236 2,120 46 7 1,156 138 66 61 16 Bedroom 5 228 1,885 41 5 766 147 44 41 17 Bath 4 66 320 7 4 11 -8 1 7 18 Mech Room 337 1,131 24 5 34 -21 2 24 Humidification 3,998 System 1 total 4,290 43,636 857 24,867 -1,799 1,416 1,305 System 1 Main Trunk Size: 25x17 in. Velocity: 438 ft./min Loss per 100 ft.: 0.012 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: 2.07 108%/-8% 24,867 -1,799 24,867 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heatino System Coolino System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036""'C Indoor Model: CNPV`4221AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 Page 37 Building 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): House faces East 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 Basement *84 84 84 84 84 84 84 84 5,5 2 Crawl Space *56 56 56 56 56 56 56 56 1--4 3 Mstr Bedroom *176 148 116 146 173 153 130 155 7,7 4 W/C 15 22 *27 19 12 18 25 20 4 5 Mstr Bath 25 35 *43 30 20 29 39 33 5 6 Mstr WIC *33 33 33 33 33 33 33 33 5 7 Mud Room 18 18 *20 18 18 18 18 18 4 8 Dining/Kitchen 319 305 292 311 *326 315 300 310 7,7,7 9 Study 55 81 *112 89 66 84 102 76 5,5 10 Bedroom 2 71 98 *131 106 82 100 120 92 6,6 11 Bath 32 37 *44 34 32 32 41 35 5 12 Laundry *43 41 37 41 43 35 31 35 5 13 Foyer 35 44 *53 40 31 38 48 41 5 14 Great Room *316 264 204 260 311 275 230 278 7,7,7 15 Bedroom 4 *61 50 46 49 60 53 46 53 7 16 Bedroom 5 41 56 *70 49 41 46 64 52 5 17 Bath 4 *7 7 7 7 7 7 7 7 4 18 Mech Room *24 24 24 24 24 24 24 24 5 * Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 00 East *1,305 *24,867 *-1,799 *2.07 450 Southeast 1,305 22,500 -1,799 1.88 90° South 1,305 18,112 -1,799 1.51 135° Southwest 1,305 20,656 -1,799 1.72 180° West 1,305 21,352 -1,799 1.78 225° Northwest 1,305 21,968 -1,799 1.83 2700 North 1,305 19,983 -1,799 1.67 315° Northeast 1,305 24,728 -1,799 2.06 * Indicates highest value of all rotations. M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Littleton, CO 80125 E Page 38 Building Rotation Report (cont'o 2.0 1.9 N C O F o, 1.8 c 1.7 1.6 1.5 Building Rotation Tonnage East Southeast South Southwest West Northwest North Northeast Direction House Faces —�-- Buildinq Net Tonnaqe M:\ ...\Remington Ho ... Plan 715.rhv Thursday, October 26, 2017, 10:43 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5255 Pierson Ct Page 391 Building Rotation Rgpo (cont'd) Building Rotation Hourly Net Gain At House faces East House faces Southeast _—�- House faces South m° House faces Southwest —^� House faces West —�— House faces Northwest .6 ..-,. House faces North — House faces Northeast M:\ ...\Remington Ho ... 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Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 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: 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 loss of the return side. Summary Numberof active trunks: 25 Numberof active runouts: 25 Total runout outlet airflow: Main trunk airflow: Largest trunk diameter: Largest runout diameter: Smallest trunk diameter: Smallest runout diameter: 1,351 0.800 1,293 Supply fan device pressure losses: 22.4 SMT -100 7 SR -100 12.9 ST -340 4 SR -120 Supplyfan external static pressure: 0.800 Supply fan device pressure losses: 0.341 Supply fan static pressure available: 0.459 Runout maximum cumulative static pressure loss 0496 SR -250 Return loss added to supply: 0 100 Total effective length of return {'ft.): 298.9 Crawl RA Total effective length of supply { ft ): 242.4 SR -250 Overall total effective length ( ft ): 541.3 Crawl RA to SR' 250 Design overall friction rage per 100 ft : O) 085 {Available SP x 100 I TEL) System duct surface area (No Scenario): 985.4 Total system duct surface area. 985.4 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency 0 -12 06 •1 060-16 80.2 1 0-16 '2 nput -5utput High Heat (BTJH) 40,000 40,000 60,000 60,000 .30,000 80,000 100,000 106,000 120,000 High Heat (BTUH) —3 -7 -,O -FO-- 37,000 56.000 56,000 75,000 70, O0 03,000 9 ,0 11 , 00 Certified Tempera ure Rise Range °F ("C) High Heat g 40- 0 (22-39) 35-65 (19-36) 40-70 (22-39) 35-65 (19-36) 35-65 (19-36) 35 - 65 (19 - 36) _ 40 - 70 (22-39) 40 - 70 (22 - 39) 45-75 (25 - 42) Fan Performance city of Wheat Ridge Building Division city of Vfteat Ridge Building Division AIR DELIVERY - CFM (BOTTOM RETURN IVrrH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM ,r Ton Test Airflow Delivery@ Various External S 0.1 0.2 0.3 0.4 0.5 0.6 0.7 . 018 " essures 0.9 1 040-10 SIDE/BOTTOM BlaCk 2.5 388 1145 1100 1060 1015 970 920 860 880 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 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 2.5 370 980 985 980 955 925 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1 1.5 430 750 730 705 680 645 605 555 04G12 SIDEJBOTTOM 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 985 950 915 870 B20 760 705 655 Blue 2.0 4351 980 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 1 625 590 555 525 485 06016 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1127 1075 1015 950 8 Red 2.5 394 1030 1025 1030 1010 `.965 940 905 855 805 735!. 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 149.: 142.5 1345 1255 1765 Yellow 3.5 3B1 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 or BOTTOMOran 4 TWO -SIDES 4.5 Black 5.0 377 2225 2160 2070 1960 1885 1790 1690 1463 1345 080-20' Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 ''1330 1235 1135 9 a 3.5 397 1485 1470 1455 1430 1390 1340 1280 1105 1120 1035 Blue 2.5 426 112:1 1110 1100 10�30 1065 163.5 99R 935 870 805 Red 2.0 433 ;'940 9201-916 893 865 830 790 745 1 690 6251 100-16 SIDE/BOTTOM Black 4.0 373 1715 1660 15 5 1490 14201 1340 1245 1150 1065 Yellow 3_5 379 1535 1460 1435 1380 1325 126.0 1180 1095 10!0 910' Blue3 3.0 367 1300 1255 1205 1160 1100 1035 970 905 810 736 Red 2.0 445 1110 1055 1005 955 "890 835 770 690 610 535 100 20 BOTTOM or TWO-SIDES4.5 Black 5.0 394 2270 2205 2130 2055 1970 1889 17817 1670 1555 1425 Yellowy 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 17251 1665 1610 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 12020 BOTTOM or TWO-SIDES4.5 Black 5A 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 1875 1840 1795 1735 1685 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 1555 1515 1450 1395 1325 1250 1. A filter is required for each.. return -air inlet Airflow performance includes a 314 -in_ (19 mm) washable filter media such as contained in a factory -author- ized accessory filter rank. See accessory Gat. To determine airflow performance without this filter, assume an additional 0.1 in. W.C. available external static pressure_ 2. ADJUST THE BLOWER SPEED TARS 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 1840 CFM require bottom return, tyro -:aide return, or bottom and side return. A minimum (iter 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 BOLD exceed 0.58 watts per CFM at the given external static pressure. City of Wheat Ridge Evaporator Coil Static Pressure 3uilding Division PERFOR,N,L-kNCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standar SIZE 400 1500 1 600 1 700 1 800 1 900 1 1000 1 1100 1 1200 1 13001400 1500 1 1600 1 1700 1 1800 1900 2000 2104 2290 Dry 1814 0.078 10.114 10.156 10.158 10.253 I wet 0.096 10.138 10.183 10.213 10.277 Dry 2414 0.070 10.103 10.143 10-192 10.233 10,290 10354 Wet 0.089 10.128 10.171 10.214 10.269 10336 10413 1 1 1 Dry 2417 0.048 10.069 1 O.CGO 10.112 10.140 10170 10.203 I I I I I I I I WCt 0.064 10.091 10.122 0.150 10.188 10224 10263 MY 3014 0.065 10.097 0-1 -35 0.1-n 10223 10-278 1 0.339O405 10.478 1 Wet 0.078 1 0.114 10.160 10.206 10.260 10-321 10-389 117445,1 10.540 1 1 1 1 Dry, 3017 0.042 10.060 10.080 10.102 1 0.128 10 157 0.188 0.222 T0.2 -59T I I Wet --T - -- 0.M5 10.076 10.104 10.127 10158 10-190 10225 10.266 -F--T--- 0.309 7 1 1 1 1 1 1 -�M Dry 3617 0.043 D.M] 10.100 10.128 10-157 T0.1 -89-F0 2-21 10.259 10,299 10.341 1 1 1 Wet 0.056 10.079 10.107 10.132 10.166 10-200 10226 10.276 10.315 10.361 10.413 1 1 1 1 1 1 1 1 Dry 3621 0.035 10-049 10-662 10-076 10-093 10-111 10-132 0.153 4.177 0.2011 10.228 1 1 1 1 'Net 0.049 0.066 10.0&'i 10-1W 10.122 10-144 10.171 10.192 10.217 10.245 1 0.276 I I D 4221 0.030 0.041I 0L54 10.066 FO 0-8-9 I0,099 10 119 10.127 10,158 10.180 24jj 0:245 0.231 10259 1 1 Wet - --i 0.043 1 0.0591 0.078 10.101 10.126 10 153 10.161 -- 10.20 7 F O� F-234 0-260 0.288-173-19 10.354 My. 4821 0,047 10,060 10.075 10-092 T-I-Y-151� �01 30 10.152 10.176 10.204 -T- 10.230 10,256 1 0.284 4.318 qu li Wet 1 10.053 10.067 10.4&5 10,104 0.125 10-147 10.172 10.200 10.228 10.259 10.292 10.027 10.365 1 1 1 1 Dry 4824 1 1 OLI 5 10.046 10.057 10-069 10,094 10.019 0.119 0.124 10.140 10.158 10 175 10.195 10.214 Wei 1 10.032 1 0.050 10.066 10-081 10.097 10.114 10.131 10150 10.169 10.190 1 0.211 10.233 10.257 1 1 1 1 Dry 6024 10.062 10-073 1 0.084 I O-CG7T-6�1 1 0.126 10.138 10.154 10 172 0.190 10.210 10 228 0.251 0273 0.293 'Afel 1 10.082 10-096 10.112 10.129 1 0.:45 10.163 10.171 10.191 10212 1 0.235 T0-2-58 10.2&3 1 0.310 0.336 0.366 Detailed cooling capacity City of Wheat Ridge Building Division EVAPORATOR AIR CONDENSER ENTERING All 75 (23.9) 85 (29.4) 95 (35) CFM EWB FCC) 72 (22.2) Capacity MBtuh Total Sena# 40.22 21.00 Total System KW** 2.54 Capacity MBtuh Total Sena# 38.50 20.34 TOW SystemSystem KW** I3 2.79 Capacity MBtuh Total Sens# Outdoor 36.661 19.65 Total KW** 1 3.07 67 (19.4) 36,61 25.73 2.51 35.00 25.05 2.76 33.29 2435 3.04 1050 63 (17.2)tt 34.02 24.88 2.49 32.50 24.20 2.74 30.89 23.49 3.02 62 (16.7) 33.42 30.44 2.49 31.97 29.75 2.74 30.45 29.01 3.02 57 (13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30.12 30.12 3.02 72 (22.2) 40.90 21.97 2.60 39.11 21.31 2.85 37.20 20.61 3.13 67 (19.4) 37.25 27.30 2.57 35.57 26.61 2.82 33.80 25.90 3.10 1200 63 (17.2)tt 34.63 26.36 2.55 33.04 25.66 1 2.80 31.38 24.94 3.08 62 (16.7) 34.19 32.60 2.55 32.73 31.85 2.80 31.24 31.24 3.08 57 (13.9) 33.87 33.87 2.55 32.61 32.61 2.80 31.27 31.27 3.08 72 (22.2) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 67 (19.4) 37.72 28.79 2.63 36.00 28.11 2.88 34.19 27.39 3.16 1350 63 (17.2)tt 35.09 27.77 2.61 33.47 27.07 2.86 31.76 26.34 3.14 62 (16.7) 34.90 34.90 2.61 1 33.63 33.63 2.86 32.22 32.22 3.15 57 (13.9) 34.96 34,96 2.61 1 33.64 33.64 2.86 1 32.23 1 32.23 3.15 Usable Capacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 24,867 BTUs 24,867/29,490 = .84 or 16 % over Note: The CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs AHRI Used Item Value Standard Air Conditioner Model Number (Combined) CA13NA036'lC+CNPV*4221ALI+TDR Outdoor Model Number CA13NA036—C Indoor Model Number CNPV'4221ALI+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 34000 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395692 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty City of Wheat Ridge Building Division X Qi L h Q1 c C ` L E 0 T Z Qi Y 01 S n c rtl tU f0 cc Q` cc R, V i CJC •i-•� i 0 ai til Un' E w p d T i 0 - city or M L W M d (Ii E W #n a O 'Nhaat fl v .E v Rld9� g a�Vlg�O v7i vTi .� 0 U O 9 9 s F ve -p c V� C N '^ o O J o v � •� cA v 0 O O E +a O um N .:. 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C � W W LLJW LL V O 4 � • o O� 00 m O O O O 'p ^ rN • 0 aii to N© 09 s m v U 10 iR v 'O m z vi C 1 7 61 p 6 � _ m o O u v S u o in c 4� Uu- y M W Q Sy m M L W M d (Ii E W #n a O m Ln O Ln utn Cv� Q c v` v O Y a c M d: N O O 0) - tlJ 4+ m V m _, vvi t7 9 E sn�ogm�$�w�s�o w E " .E LE E a a �{ W � u N _ fl v .E v ° v v7i vTi 2 0� O U O 9 -p c m N o O J o v '- O 0 S m m Ln M O U. ?` ?' ro y E w O � 2 m Ln O Ln utn Cv� Q c v` v O Y a c M d: N O O 0) - tlJ 4+ m V m _, vvi t7 9 E sn�ogm�$�w�s�o w E " .E LE E a a �{ W � u N _ ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5255 Pierson Ct 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 ✓ 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. ✓ 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. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. nergyLogic anclys/a. Inifg It 1. ons �srs. HERS Index Target Reference Home HERS 82 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 69 As Designed Home HERS 58 As Designed Home HERS w/o PV 58 Normalized, Modified End -Use Loads city of (MBtu f year) Wheat ENERGY STAR As Designed Rid9e Heating 55.2 31.3 eU'�ain Cooling 8.4 5.3 90 iV181on Water Heating 10.7 7.6 Lights and Appliances 32.2 31.0 Total 106.5 75.2 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home. MIUMMITI HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 402 Carbon Dioxide (CO2) - tonslyr 3.5 Cooling 37 Water Heating 43 Lights & Appliances 43 Generation Savings 0 Total 525 The energy savings and pollution prevented are calculated by comparing the Rated Horne to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program 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 and the existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5255 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Whe Template - 715 FB - Wheat Ridge - F Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $635 $135 $149 $918 $990 $0 $1,908 nergyLogic anrslq.l.. t—igpi, city of Wheat ridge 8uildin9 Division 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 13.3% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist M As Designed $518 $129 $149 $796 $974 $0 $1,769 Design exceeds requirements for IECC 2012 Performance compliance by 13.3%. Name: Peter Oberhammer Signature: A Jz.-/ _ Organization: EnergyLogic Date: Nov 10, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1799 IECC 2012 Performancecompliance results calculated using Ekotrope's energy algorithm, which is a RE SNET Accredited IECC Rating Tool. Property Organization Remington Hanes EnergyLogic 5255 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Builder Template -Remington -715 FB Wheat Ridge- EKO Remington Homes Template -715 FB - Wheat Ridge - Remington Inspection Status Results are projected QnergyLogic whoatP Slab , Name Library Type Perimeter FlocrGrade CarpetR Bsmt Uninsutated 221 Below Grade 1 23 Slab Library List Name Wall Construction Type Uninsulated Wood Frame! Other atl SurfaceArea Location InteriorShel ra Locatior 0 2,1450 sq. ft. Exposed Exterior Conditioned Space Slab CompleteiY Underslabinsulation Perimeterinsulation PerimeterinsulationR Insulated? Width [ft] Depth (it) Value NO 0 o a R 0 Framed Floor Name Library Type CarpetR Floor Grade SurfaceArea Location InteriorShell Locatior General Building Information 47 Number Of bedrooms 3 Number Of Floors 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 Library Type Height Above Grade Depth Below Grade Perimeter Location I nteriorSh ell Locatior BsmtlGarageUn R-19 Draped Full 1 7 462 Exposed Exterior Conditioned Space Bsnit/GfoundUnflnis R-19 Draped Full 1 7 1752 Exposed Exterior Conditioned Space r,. �..r�^.�te�,,»:�t•r-`�'�s,�•r�.�rr�sn—,»�-., ...:.�-t:r-°":;.ts..4:r..�..;..„.r-....x;:±-.�,„«�,-,�....�_... ..:.�,n_... i Basement Wall Library List Name FeetFrom Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped Full N/A N/A Yes 19 Slab , Name Library Type Perimeter FlocrGrade CarpetR Bsmt Uninsutated 221 Below Grade 1 23 Slab Library List Name Wall Construction Type Uninsulated Wood Frame! Other atl SurfaceArea Location InteriorShel ra Locatior 0 2,1450 sq. ft. Exposed Exterior Conditioned Space Slab CompleteiY Underslabinsulation Perimeterinsulation PerimeterinsulationR Insulated? Width [ft] Depth (it) Value NO 0 o a R 0 Framed Floor Name Library Type CarpetR Floor Grade SurfaceArea Location InteriorShell Locatior Building Summary 2x682316"OCBF GI Garage 2x6 2X6 R2316" OC 8F Emittance Solar 4Dnergyliogic Property Organization Location 4-11r.1c Remington Homes EnergyLogic City Of 5255 Pierson Ct Petr Ciberhammer 0.9 0 75 Wheat Ridge, C080033 587,8 sq fl- Inspection Status Wheat 0.9 Builder Results are projected Ridge Exposed Exterior Conditioned Space 0.9 0.75 Template -Remington-715 FB Wheat Ridge - EKO Remington Homes Unconditioned, Conditioned Space Template - 715 FB - Wheat Ridge - Remington 13i,iii'ding Division attached garage 0.9 11isiOn Framed Floor Library List 3128 sq fl- Attic Conditioned Space Name R r12"5016"0,C BF G1 46.08006 Exterior cant Rim Joist Name Library Type SurfaceArea Location InterrorShell Locatior Ambient R 210 176.2 sq, ft Exposed Exterior Conditioned Space Garage R 23-0 472 sq- ft. Unconditioned, attachedgair-age Conditioned Space Rim Joist Library List, Name R R230 23 Back 2x6 2x6 82316" OC BF G1 Front 2x6 2x682316"OCBF GI Garage 2x6 2X6 R2316" OC 8F Emittance Solar G1 Kneewalf 2x6 M R2316" OC BF Location G1 Left 2x6 2X6 R2316" OC BF G1 Right 2x6 2X6R2316'C>CBF Wall Library List i Name 09 075 09 075 R Medium 6160 sq ft. Exposed Exterior Conditioned Space Medium 5252 sq. ft. Exposed Exterior Conditioned Space Emittance Solar Absorptance SurfaceColor SurfaceArea Location InteriorShel Locatior 0.9 0 75 Medium 587,8 sq fl- Exposed Exterior Conditioned Space 0.9 0.75 Medium 130-0 sq. ft Exposed Exterior Conditioned Space 0.9 0.75 Medium 471.8 sq. I Unconditioned, Conditioned Space attached garage 0.9 0.76 Medium 3128 sq fl- Attic Conditioned Space 09 075 09 075 R Medium 6160 sq ft. Exposed Exterior Conditioned Space Medium 5252 sq. ft. Exposed Exterior Conditioned Space Building Summary nergyLogic Property organization pemri Remington Homes EnergyLogc v 5255 Pierson Cl Peter Oberhammer Wheat Ridge, C080033 Inspection Status Results are roeded Opaque Door Name Library Type Wall Basement Wall Builder Location InteriorShel p, I Absorptance Wheat Ridge Front 2x6 Insulated Door Template - Remington -715 FB Wheat Ridge - EKO Remington Homes Exposed Conditioned 6.6 Exterior Space Garage R5Garage Template - 715 FB - Wheat Ridge - Remington Exposed Conditioned Entry Exterior Space Building Division Glazing Name Library Wall Basemen'OverhancOverhancOverhanc InteriorInterior Adjacent Adjacent Orientatic Surface Location Inter -10 Type Assignme Wali Depth Ft To Top Ft To Winter Summer Winter Summer Area Shel Assignme Bottom Shading Shading Shading Shading Locatior Back 2x6 30/.30 Back 2x6 0 0 0 0.85 0.7 1 1 West 232.0 sq. Exposed Condi lone ft. Exterior Space Back bsmt .30 1.30 BsmVGrou 0 0 0 0.85 0.7 0.7 0.7 West 40.0 sq. Exposed Condition Unfins ft. Exterior Space Front 2x6 .30/.30 Front 2x6 0 0 0 085 0.7 1 1 East 11.3 sq. ft. Exposed Conditione Exterior Space Left 2x6 .Sfl 1.30Left 2x6 0 0 0 0.85 0.7 1 1 South 90.0 sq. Exposed Conditione ft. Exterior Space Left bsmt .30 1.30 BSmVGrou 0 0 0 0.85 0.7 0.7 0.7 South 40.0 sq. Exposed Conditione Unfinis ft- Exterior Space Right 2x6 .30/.30 Right 2x6 0 0 0 0.85 0.7 1 1 North 38.0 sq. Exposed Conditione ft. Exterior Space Right bsmt .30 1.30 BsmVGrou 0 0 0 0.85 0.7 0.7 0.7 North 20.0 sq. Exposed Conditione Unfinis ft- Exterior Space Opaque Door Name Library Type Wall Basement Wall Emittance Solar Surface Color SurfaceArea Location InteriorShel Assignment Assignment Absorptance Locatior Front 2x6 Insulated Door Front2x6 0 9 075 Medium 24.0 sq, ft. Exposed Conditioned 6.6 Exterior Space Garage R5Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft. Exposed Conditioned Entry Exterior Space � ra Property Remington Homes 5255 Pierson Ct Wheat Ridge, CO80033 Template -Remington -715 FB Wheat Ridge- EKO Template - 715 FB - Wheat Ridge - Remington Organization EnergyLagic Peter Oberhammer Builder Remington Homes Inspection Status Results are projected QnergyLogic arciva j ini!yh nns..�i Wheat ,Ridge 81,iiding Division Roof lnsulationl ` Name Library Type Roof -Deck Clay or Emittance Solar Surface Color SurtaceArea Location IntertorShel Area [sq. fit] Concrete Root Absorptance Locatior Tiles fiat R-50 BF 2N'oc 2 I o' No 0.9 0.9 Dark 2,155.0 sq. B. Attic Conditioned Space Roof Insulation Library List' .,.. .. Name Has Radiant Barrier R R-50 BF 247oc No 50.68123 3 MInfiltration Measurementlype ACH at 50 Pa 8lowertloor tested ShelterClass 4 Budding Summary Property Organization Remington Hames EnergyLogic 5255 Pierson Ct Peter Oberhammer Wheat Ridge, C080033 j None Present Builder Template -Remington -715 FB Wheat Ridge- EKO Remington Homes Template - 715 FB - Wheat Ridge - Remington Inspection Status Results are projected nergyLogic anoFycks. laslgpt, ansrar t. City of W'eat Ridge Building Division Onsite Generation Library List m None Present Solar Generation None Presenf Solar Generation Library List j None Present Conditioning Equipment Name Library Type HeatingPercenti-oad Cooling PercentLoad Hot WaterPercentLoad Airconddioner(3) 13SEER/35BTU 3ton 0% 100% 0% Fue0red air 921 AFUE 180K 100% 0% 0% distribution (1) Water Heating (2) w62 EF / 76 RE 150g 0% 0% 100% Equipment Type: 13SEERt36BTU 3 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtuth] 36 Property Organization Remington Homes EnergyLogic 5255 PiersonCt PeterOberhammer Inspection Status Wheat Ridge , C080033 Results are protected Hot Water Capacity [kBtulh] Builder Template -Remington -715 FB Wheat Ridge- EKO Remington Homes Template -715 FB- Wheat Ridge -Remington 0 Equipment Type: 92.1 AFUE 180K Fuel Type Distribution Type Motor Type Heating Efficiency Heating Capacity [kBtulh] Use default EAE EAE [kWh] Natural Gas Forced Air Single Speed (PSG) 92.1 AFUE 74 No 692 Equipment Type: w62 EF / 76 RE 1 50g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 4302 # Return Grilles 4 Supply Duct R Value 0 Return Duct R Value 0 Supply Duct Area [sq. ft_] 1161.54 Return Duct Area [sq. ft.] 860.4 Duct Leakage to Outdoors (CFM25) 1 Total Leakage [CFM @ 25Pa] 1 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 Duct 2 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 nergyLogic oemrs�.. oeay eI.. city ut Wheat Rigg Building pivisiuii Building Summary Property Organization Remington Homes EnergyLogic 5255 Pierson Ct Peler Oberhammer 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 [ft] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes Dryer Fuel Type Electric Cef 2.61739 Field Utilization Timer Controls Label Energy Rating 487 kWhNear Electric Rate $0.08/kWh Annual Gas Cost $23.00 Gas Rate $0.69/Therm Capacity 3.2 Imef 0.80737 Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Notes c Standard 0.67 Electric No No 500 kWh/Year inspection Status Results are projected QnergyLagic City of Wheat Ridye 8uildinn Division MiTek Re: 715A—PC—GR 715A PC _ MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R49056244 thru R49056291 M license re '� iL Mate of Colorado is October 31, 2017. My V�� 31C 1 ��l COMMUNITY DEVELOPMENT APPPOVED Reviewed for Code Compliance Plans Examiner Date MOWN of permit- The issuance oto permit or approval o/Pons specificotiat/ u ndcomputolions shall not beg Perna fo, or on opproval of, any vioiat von M any of the provisions of the building code a of any City ordinances. Perm rl presuming to give outhority to violote of cancel the provlsiam of the 8weVent codes or other ordvnances of the City shall rat be valid. D�PDO L/CFS so UO 0G PE -44018 November 22,2016 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. C N Eo O1LL Ip i a� m rn w a o rn a c N D C � N a � O I— N "9 U wo LO �v O W 0 0 0 0 0 0 0 0 0 0 0 do 0$ J n- N N N N N N CD 70 U M L E a_o U QC 0)m C LMLO o ll r Z3 z S 3 O M co L O � m v � 2 W a `w N y of a wm � L OI OI C C va � U ac v � � U G O a n V / / � a� /1 W E a 1 C L m w O 0 O co m a� N gQ��t O i 10n 'A N N o12> N Li>p c m c L `• C L H N a o0 �.O❑ � c�U N a12 > it 1 11o �o�' L O z U W =o �o as ^,' W n r1 O aim E U) _o � c) X82 � � ~ N F— 7C3 < d � Q a)LLOO U') mam 1 — N r o Ul N > oo o N N w nh 0 2 0 0 0 0 2�a 0 0 N o N ym3 N � L F o O m EV o c? NN 1m pmm mmm a N C C •^ ' b o x J T p LL Qn� p p N m y g OZ N LU m o E m N W QDv rnm nom pooi = a mm c � d o v m Q ~ m co'3 =mac m v 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 165OF 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 849056244 715A -PC -GR Al Roof Special Supported Gable 1 1 (lb)- Max Horz 1=-189(LC 11) 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 o tional Alpine Lumber Go., Commerce Cily,G0.80022 l6 d 22-3-10 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:35 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-mHbUHeYTIRp5kaORnwnwiOsXEbJ Wrmam5K?13iyGgB6 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.0 i6 4x6 =46 45 44 43 42 41 40 39 38 37 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 r� 55 54 53 52 51 50 49 48 4x6 = 3x4 II 3x4 = lob Id LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL10,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.05 BC 0.10 B W 0.18 Matrix -R DEFL. in (loc) I/deft L/d 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 165OF 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 recommends that Stabilizers and required cross bracing [MiTek einstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. All bearings 47-0-0. (lb)- Max Horz 1=-189(LC 11) 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, p1 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 45, 44, 43, Ciity 42, 41, 40, 39, 38, 47 except 37=340(LC 1) .`ag8 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 �uJd�r90 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 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. PD 0 LIC 5) All plates are 2x4 MT20 unless otherwise indicated. �eeeee• sfc 6) Gable requires continuous bottom chord bearing. ��e•'• SOO/� •e 7) Gable studs spaced at 1-4-0 oc. ; O •. O 07 ••: 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PE -44018 10) Bearing at joints) 47 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. :• �' �� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 57, 58, 59, 60, 0� :•• •: 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except Qt=lb) 45=112. it`s •e.••• \� 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, s�ON N 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekD 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts CA 95610 Job Truss Truss Type Qty Ply 7A PC Plate Offsets (X.Y)— 15:0-3-0.0-3-81,18:0-4-0.0-4-121 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. 849056245 715A—PC—GR A2 Roof Special 5 1 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 Lumber DOL 1.15 o15b 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 Z5WxxMkbdLdl9EbPd6?TJC1MwJ_kab9yGgB5 7-7-9 14-11-9 22-3-10 27-0-1 31-8-8 39-2-8 47-0-0 7-7-9 7-4-1 7-4-1 4-8-7 4-8-7 7-6-0 7-9-8 Scale = 1:79.9 5x6 = 5.00 12 2x4 11 3x5 = °%° 5x8 = 11 10 4x6 = 4.6 11 4x6 = Ia ld 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) 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, with BCDL = 10.Opsf. 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 Qt=lb) 1=221,9=106,12=325. I��e�1111 7 November 22,2016 A WARNING - Verify design paramera. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 7-7-lO 9 7-4-1 7-4-1 Plate Offsets (X.Y)— 15:0-3-0.0-3-81,18:0-4-0.0-4-121 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 BCDL BCLL 10.0 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 1-16 >999 240 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x4 SPF 1650F 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 F. recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=1386/Mechanical, 9=321/0-3-0,12=2974/0-5-8 Installation auide. 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) city of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat TOP CHORD2=-2901/270, 4-5=-1064/223, 5-6=-875/246, 6-7=-36/1210, Ridge 9=320 3/901, 8-9=-320/3, 7-8=BOT CHORD 1-16=-422/2590, 15-16=-422/2590, 13-15=-201/1817, 7-12=-531/223, 9-10=-286/219 BUjlrfjn WEBS 2-16=0/312, 2-15=-901/244, 4-15=-20/520, 4-13=-1341/307, 6-13=-104/1221, g o1v13jOf1 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 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, with BCDL = 10.Opsf. 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 Qt=lb) 1=221,9=106,12=325. I��e�1111 7 November 22,2016 A WARNING - Verify design paramera. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss CSI. TC 0.35 BC 0.70 WB 0.81 Matrix -R Qty Ply 715A PC LUMBER- FR TOP CHORD R49056246 715A_PC_GR A3 ial 2 1 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 Job Refe encs (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:37 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-igjEiKajH33ozu9pvLgOnpyo5OsdxVB3YeU78byGgB4 7-7-9 14-11-9 22-3-10 + 26-6-1 30-8-8 36 -0 -it 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 5.8 5.00 2x4 I 6x6 = 5x6 = 11 5x8 = 4x6 = 06 11 Id Ia 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/TP12007 CSI. TC 0.35 BC 0.70 WB 0.81 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.14 12-13 >999 360 -0.28 12-13 >999 240 0.09 12 n/a n/a 0.08 1-15 >999 240 PLATES GRIP MT20 185/144 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 1650F 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(LC11) 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=-97/1268, 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=01310,2-14=-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 Ovi of 010it.R0911 j.%yUyS`0IN NOTES- gvXAa\o9 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 Il; 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, with BCDL = 10.Opsf. 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 (jt=1b) 1=212,9=111,12=328. November 22,2016 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 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 iT®k• 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 Citrus Hei hts CA 95610 Job TrussTruss Type Qty Ply 715A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) R49056247 715A -PC -GR 81 COMMON SUPPORTED GAB 1 1 BC 0.04 Vert(TL) n/a n/a 999 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.18 ob efar.: ere ce o tional Alpin Lumoer co., Lommerce cny,cu.8uuzz 8.030 s Sep 29 2016 MI I ek Industries, Inc. Tue Nov 22 09:39:39 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-e3r_70bzpgJWDBJCOmsssElDECiNPZYMOxzECTyGgB2 I 20-3-10 37-6.8 20-3-10 17-2-14 5x6 5x6 = 16 17 18 Scale = 1:62.5 61 50 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) TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 31 n/a n/a BCDL 10.0 Code IRC2012lrP12007 Matrix -R Weight: 290 Ib FT = 20 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 37-6-8. (lb) - Max Horz 61=120(LC 7) Max Uplift All uplift 1001b 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. Comp./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 midpt 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. 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 ll; 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 bearing 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=lb) 60=143. City of elVheat Ridge Building Division IND0 CICF j o ;X soo/v • ;s( O . CUBO OG) PE -44018 November 22,2016 ,& WARNING - Vedfy 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 • 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 WOW 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 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& PC 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 165OF 1.5E except end verticals. R49056248 715A—PC—GR B2 COMMON 7 1 erection, in accordance with Stabilizer 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) ob Refer nce o i na Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:40 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-7FPNKMcbZ_RNgLuOaTN5PRaKPcgF8lFVEbinkwyGgB1 i 6-11-9 l 13-7-9 20-3-10 25-11-6 31-7-3 l 37-6-8 6-11-9 6-8-1 6-8-1 5-7-13 5-7-13 5-11-5 6X1 6x6 = 5.00 12 Scale: 3/16"=1' 4x8 = 3x4 = 6x12 = 3x4 = 4x8 = 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 IRC2012frP12007 CSI. TC 0.28 BC 0.90 B W 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 Wind(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 165OF 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 1650F 1.5E WEBS 1 Row at midpt 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 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. city of 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 BOTCHORD 11-12=-426/2583. 60710/05$ wheatR►d9e WEBS 3-11=-27/379,310889/279/410=10/10250=557/1961690/377, 2-12=-2386/310, 6-8=-2176/313 Division NOTES- Building 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 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 p00 L!� will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. F� 6) Refer to girder(s) for truss to truss connections. Provide O�'e•'••SOO •••e sf� N 7) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) : O •e OiL 12=257, 8=237. ZO i PE 44018 N November 22,2016 ,& WARNING - Vrrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 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 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 ANSUTPI7 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 Ci rus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849056249 715A—PC—GR B3 Roof Special Girder 1 q MT20 174/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 J Job Refere ce tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:42 2016 Page 1 ID: CYHD 1 gYxH PPz3CROFKM 10zzIA2s-3eW712es5bh54f2niuPZUsfdFPedcl_oivBupoyGgB? 3-8-8-15-15 7-2-6 8 0-1 12-1-8 16-2-9 20-3-10 25-11-6 31-7-3 37-6-8 3 3-5-7 0-10- 4-0-12 4-1-1 4-1-1 5-7-13 5-7-13 5-11-5 5x6 II Scale = 1:67.4 10x10 MT20HS 11 6x12 = 3x8 10x14 = 10x10 = 4x6 = 5x6 = 4x6 NOTES - 3-8-15 --0 32-67 4--11-2 11-36 37--73 37-6-6 2523-8-15 -11-5 Plate Offsets (X.Y)-- [1:0-3-12.0-2-12] [3:0-2-12.0-4-01, [5:0-1-4.0-2-81, [13:0-5-0.0-6-01, [14 0-1-10 0-5-0], [16:0-6-0.0-3-81 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.21 14 >999 360 MT20 174/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.40 14 >999 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a November 22,2016 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.12 14 >999 240 Weight: 906 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3:2x8 SPF 195OF 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 165OF 1.5E 4-14: 2x10 DF 195OF 1.7E, 5-14,5-13,6-13,7-13: 2x4 SPF No.2 18-19: 2x8 SPF 195OF 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) City Of 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. Ridge TOP CHORD 1-17=-11474/1368, 1-2=-9134/1049, 2-3=-9143/1050, 3-4=-1 72 5 5/1 8 97, 4-5=-16735/1937, VVheat 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, 1 4-1 5=-1 8 2 2/1 6 340, 13-14=-1101/10612, �iVIStOn 12-13=-730/7049, 11-12=-639/5626, 10-11=-90/487 Building 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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc. 0 L! P L' O� �� 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 �� e•je••••••e tS SOOAI •e• ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ::O 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; ; O 0. enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip J V �y DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 PE -44018 5) Unbalanced snow loads have been considered for this design. 5) -O �• 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. 0,<� ���• •� SS��N 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 22,2016 A 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 �P a truss system. Before use, the building designer must verity 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 Mirek` is always required for stability and to prevent collapse with possible personal injury and properly damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cilms Hei hts 1A 95610 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 City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:42 2016 Page 2 ID: CYH D1 gYxHPPz3C ROFKM 1 DzzIA2s-3e W712es5bh54f2niuPZUsfdFPedcl_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 purlin representation does not depict the size or the orientation of the puriin 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(B)20=-998 21=-998 22=-998 23=-899(8)24=-899(8) City of Wheat Ridge Building Division A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.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 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 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, Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply715A Pc DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5-11-4 5-7-12 4-4-0 849056250 715A PC GR Cl Roof Special 2 1 Alpine Lumber Co., Commerce L:ay,CU.tj0022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 11:06:44 2016 Page 1 I D: CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-sSR8nSb7LA2Vwl JtntRiygx3FRr 7YsRVL9D57yGevP L 4-2-1 l 8-0-10 11-7-0 16-5-8 21-9-8 27-1-8 F 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 Lx4 10 5X8 = 06 = 4x6 I Scale= 1:64.9 O Ib Ia LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E `Except' 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD WEBS 2x4 HF Stud *Except* 9-11: 2x4 SPF No.2 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 Uplift8=-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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-722/130, 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=-375/154, 5-11=-914/71, 8-9=-199/723 WEBS 3-14=-30/352, 3-13=-416/40,11-13=-774/206, 5-13=0/694, 6-11=-844/238, 6-9=-30/545, 7-9=-457/198, 2-15=-793/106 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide City of Wheat Ridge Building Division NOTES - 1 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 5-11-4 5-7-12 4-4-0 0-6- 8-0-0 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 Lwill Plate Offsets (X.Y)— f5:0-5-0.0-3-121.111:0-4-0 0-2-121 F13:0-2-0 0-3-01 girder(s) for truss to truss connections.•7) Provide mechanical connection (by others) of truss to bearing Capable 148 Ib 8, 285 Ib OO/y eeF0joint plate of withstanding uplift at joint uplift at 11 and 93 Ib uplift at joint 15.8) r LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.17 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 8-9 >999 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E `Except' 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD WEBS 2x4 HF Stud *Except* 9-11: 2x4 SPF No.2 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 Uplift8=-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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-722/130, 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=-375/154, 5-11=-914/71, 8-9=-199/723 WEBS 3-14=-30/352, 3-13=-416/40,11-13=-774/206, 5-13=0/694, 6-11=-844/238, 6-9=-30/545, 7-9=-457/198, 2-15=-793/106 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide City of Wheat Ridge Building Division 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 Lwill 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 Capable 148 Ib 8, 285 Ib OO/y eeF0joint plate of withstanding uplift at joint uplift at 11 and 93 Ib uplift at joint 15.8) r This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 andreferenced standardANS1/TPI1.4018 LOAD CASE(S) Standard _Q YON November 22,2016 ,& WARNING - Verity, 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 propedy 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 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 Citrus ei his CA 95610 Job Truss Truss Type Qty Ply 715A PC LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 849056251 715A—PC_GR C2 Roof Special 7 1 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.25 14-15 >999 240 TCDL 10.0 BCLL 0.0 Job Beference (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 I D:CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-?OetAjf6dCypJyC9pJS 1 ZHk_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 -0-0 3x6 NI 5x6 11 5.00 12 19 3x5 11 4x6 — - - 12 11 3x4 = 2.4 3x4 = Scale= 1:65.8 1w I IA 5-11-4 5-7-12 7-1-8 7-0-8 0- -0 3-3-1 Plate Offsets (X.Y)— [5:0-1-14.0-0-0].[6:0-4-6.0-4-8].16:0-0-0 0-2-121 [13:0-4-8 0-3-41 [16:0-3-4.Edgel LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.11 4 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.25 14-15 >999 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.06 4 >999 240 Weight: 180 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc puriins, 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 midpl 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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) City of FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. /heat 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 Rid Ridge BOT CHORD 17-18=0/1220,16-17=0/1 350, 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, "Llikling 5-13=-1878/235,8-13=-372/100,2-18=-1479/154 pivision 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 0 LIC 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. O�Pp �����•� 0�; •• ' SOON • estC�i 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 . O e O� will fit between the bottom chord and any other members. ZO 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=lb) PE -44018 13=312, 18=116. e e November 22,2016 A WARNING - Verify 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 ' 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 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 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty 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,CC.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:45 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-TDCFN3gkOW4gx6nMNOzG6VH7udaEp6HEOtQYP7yGgAy 4-2-1 8-0-10 11-7-0 18-3-8 25-3-8 4-2-1 3-10-9 3-6-6 6-8-B 7-0-0 3x4 4x6 = 5.00 12 3 14 9 a 7 2x4 II 412 = 3x4 Scale = 1:58.1 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 IRC2012rrP12007 CSI. TC 0.55 BC 0.72 WB 0.87 Matrix -S DE FL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft 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 REACTIONS. (Ib/size) 7=1250/Mechanical, 12=1250/Mechanical 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 (lb) 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 City of 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 Wheat Ridge 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) 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 Ql=1b) 7=198,12=132. Building Division PDO LIC November 22,2016 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 �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 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 BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056253 715A—PC—GR D1 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 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-xPmebPhM9gCXYGLYxkUVeigPBl5NYmPOdX96xayGgAx �0 9-11-12 19-11-8 120-11-8 1-0.0 9-11-12 9 -it -12 1-0-0 Scale = 1:35.2 I 4x6 = 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 Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (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 BCDL 10.0 Code IRC2012fTP12007 Matrix -R 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 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. (Ib) - 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 City of 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 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) Gable studs spaced at 14-0 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 bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 27, 28, 29 30, 31, 32, 25, 24, 23, 22, 21, 20. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Wheat Ridge Building Division �6� INDo crcF� moo:•• sooN•,sFo O UO O 1.• PE -44018 o�slOn i 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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& PC I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 R49056254 715A_PC_GR D2 Common 4 1 MT20 185/144 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 ob Refe once o tional 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 I D:CYHD t gYxHPPz3C ROFKM 1 DzzIA2s-xPmebPhM9gCXYGLYxkUVeigKC 1 yMYiLOdX96xayGgAx I-1-0-0 1 5-1-10 9-11-12 I 14-9-14 19-11-8 20.11-8 1-0-0 5-1-10 4-10-2 4-10-2 5-1-10 1-0-0 Scale = 1:35.2 5x6 = 4 4x12 = 4x12 = 3x9 = 1a LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 2-10 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 2-10 >656 240 TCLL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 8 n/a n/a BCDL 0.0 BCDL 0.0 1 Code IRC20121TPI2007 Matrix -R WmcI(LL) 0.04 10 >999 240 Weight: 74 Ib FT = 20 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=-1741/270, 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EK'Te.ltnecommends that Stabilizers and required cross bracing nlledduring truss erection, in accordance with Stabilizer allation nide. 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) 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=11b) 2=156, 8=156. City of Wheat Ridge Building Division o���'pDO LIr;F� :SOpN':sFo 0 UO O PE -44018 FSS�ON • A\ November 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 Citrus 1-10ghts. CA 95610 Job Truss Truss Type Qty Ply 715A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R49056255 715A—PC—GR D3 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.38 ob Reference o tional 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: CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-PbKOolh_w7KOAQwkU R?kBwM WGQJyH9dXrBvfTOyGgAw 5x6 = 4-7-14 4-11-6 Scale: 3/8"=1' 16 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 0.37 Vert(LL) -0.14 1-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.57 Vert(TL) -0.38 1-8 >614 240 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 1-8 >999 240 Weight: 72 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 165OF 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 165OF 1.5E 2-8-0 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. brarecommends 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. fl; 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 Qt=1b) 1=133.7=130. City or Wheat Ridge Building Division ��PDO LlCe� moo:. o so oN • .s< UO O� PE -44018 -o O,�Fss/ON • November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 �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 Mire k' 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 849056256 715A—PC—GR D4 Common Girder 1 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 3-7: 2x4 SPF No.2 00 CI OSP c cF •.•...• 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 bottom chord live load nonconcumenl with any other live loads. WEDGE psf 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 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-6-2 4-5-10 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:48 2016 Page 1 ID:CYH D1 gYxHPPz3CROFKM 1 DzzIA2s-uou005ichRSEoaVx29Wzk7vhvgclOUFh4reDOSyGgAv 5x8 II 4-5-10 5-1-10 Scale = 1:31.4 4x12 3x12 II 1ox10 = 3x12 II 412 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 IRC2012ITP12007 CSI. TC 0.38 BC 0.69 WB 0.79 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.15 7-8 >999 360 -0.28 7-8 >817 240 0.08 5 n/a n/a 0.08 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 211 Ib FT=20% LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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* enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 3-7: 2x4 SPF No.2 00 CI OSP c cF •.•...• 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 bottom chord live load nonconcumenl with any other live loads. WEDGE psf 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 Right: 2x4 SP No.3 will fit between the bottom chord and any other members. REACTIONS. (Ib/size) 1=6547/0-5-8, 5=7422/Mechanical 8) Refer to girder(s) for truss to truss connections. ," city Of Max Horz 1=66(LC 27) ; -O 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 1-0-4, 833 Ib down 113 Ib 3-0-4, 1305 Ib down 136 Ib 5-0-4, 1305 lb down Max Uplift 1=-718(LC 10), 5=-785(LC 11) and up at and up at and 136 Ib up at 7-0-4, 1305 Ib down Wheat and 136 Ib up at 9-0-4, 1305 Ib 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 Rld9e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. design/selection of such connection device(s) is the responsibility of others. TOP CHORD 1-2=-12258/1289,2-3=-9135/970, 3-4=-9172/974, 4-5=-12480/1291 November 22,2016 "Wing BOT CHORD 1-8=-1176/11084, 7-8=-1176/11084, 6-7=-1105/11220, 5-6=-1105/11220 �IV/gj0 n 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. 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 II; Exp C; Fully Exp.; Ct=1.1 00 CI OSP c cF •.•...• 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 bottom chord live load nonconcumenl with any other live loads. O� ••• SO0 • • Ci N % Q psf 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 will fit between the bottom chord and any other members. U 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. ; -O 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 1-0-4, 833 Ib down 113 Ib 3-0-4, 1305 Ib down 136 Ib 5-0-4, 1305 lb down % Q� •'•. '•\�� and up at and up at and 136 Ib up at 7-0-4, 1305 Ib down •.e.. SS��N and 136 Ib up at 9-0-4, 1305 Ib 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 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 A WARNING - Verify deal,. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rev, 101032015 BEFORE USE. Design valid for use only with M7ek® 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addition aI temporary and permanent bracing M iTek� 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Ci rus Heichts. CA 95610 Job Truss Truss Type Oly Ply 715A PC R49056256 715A_PC_GR D4 Common Girder 1 Job Reference (ootional) 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 I D:CYHD1 gYxH P Pz3C ROFKM1 DzzIA2s-uou005ichRS EoaVx29Wzk7vhvgclOU 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(8) 13=-1305(B) 14=-1305(B) 15=-1305(8) 16=-1305(8) 17=-1305(8) 18=-1305(B) 19=-1305(B) 20=-1233(8) City Of Wheat Rage " wilding Division A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 M1 AA iTek• 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 iV l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC 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 849056257 715A—PC—GR E1 Roof Special Supported Gable 2 1 be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. allatign guide, (lb) - Max Horz 2=299(LC 9) City Of Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 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: CYH D 1 gYxHPPz3C ROFKM 1 DzzIA2s-M_RmDRjFSla5Qk47cs 1 CGLStuE4kl4MgJVOmYuyGgAu �-3-0-04-0-0 11-3-0 F 20-0-0 3-0-0 4-0-0 7-3-0 8-9-0 1-0 0 4x6 = m ` 3x4 9I Scale = 1:51.2 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 IRC2012ITPI2007 CSI. TC 0.30 BC 0.17 WB 0.22 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 19 n/r 180 -0.01 19 n/r 90 0.00 20 n/a n/a 0.00 19 n/r 120 PLATES GRIP MT20 197/144 Weight: 129 lb 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. WEBS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. allatign guide, (lb) - Max Horz 2=299(LC 9) City Of Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, •••• • �SOOyy ••e 23, 22, 33 except 20=-104(LC 9), 2=-301 (LC 6), 34=-104(LC 6), 35=-247(LC 14), : O 02 21=-236(LC 11) Yvh� Wheat Max Grav All reactions 250 Ib or less at joint(s) 20, 27, 28, 29, 30, 31, 32, 35, Rid Ridge 26, 25, 24, 23, 22, 21, 33 except 2=740(LC 27), 34=278(LC 27) PE -44018 ; 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, BU/'ding FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. djvlSlOry 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) 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. LIG, 6) All plates are 2x4 MT20 unless otherwise indicated. P� sfO 7) Gable requires continuous bottom chord bearing. •••• • �SOOyy ••e 8) Gable studs spaced at 1-4-0 oc. : O 02 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J �O 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 ; U G� ; 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 Ib uplift at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except (jt=1b) 20=104, 2=301, 34=104, 35=247, 21=236. : �� •• ON November 22,2016 November AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 iT®k' 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 ANSIrTPl1 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 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715A PC TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, 1-3: 2x6 SPF 165OF 1.5E except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849056258 715A -PC -GR E2 Roof Special 5 1 Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) City Of FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.60022 ID:CYHD1 8.030 s Sep 29 2016 MiTek Inc. Tue Nov 22 09:39:50 2016 Page 1 yltfJAaYRpY_xleMjUMnzX97J4LyGgAt 3-0-0 4-0-0 7-3-0 4-2-12 4-6-4 6x6 "\ 2x4 11 3x9 = 5x6 = I9 Scale = 1:50.4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 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/TP12007 CSI. TC 0.72 BC 0.44 WB 0.91 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.09 8-9 >999 360 Vert(TL) -0.23 8-9 >999 240 Horz(TL) 0.04 8 n/a n/a Wind(LL) 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 purlins, 1-3: 2x6 SPF 165OF 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' MiTek recommends that Stabilizers and required cross bracing 3-9.4-9: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Inst, I nstallatiQo guide. REACTIONS. (Ib/size) 2=1258/0-5-8.8=1054/0-5-8 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) City Of 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 heat BOT CHORD 2-10=-300/1531, 9-10=-293/1536,8-9=-25/730 Ridge WEBS 3-9=-953/323, 4-9=-78/516, 5-8=-716/88 Building Division NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; 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�Pp 0 LIEF 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) O� •••• S0 �� • �sFQ 2=198,8=128. V•�OC 0 i PE44018 .. /ON November November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1114II-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 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 ANSI/TPll 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 Citrus Hei hts CA 95610 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) Oti1l Of Job Referent (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:CYHD1 gYxHPPz3CROFKMI DzzIA2s-IMZXe71V_Mgpfl EWjH4gLmXCl1 iBDzP7mpttcnyGgAs 1-0-0 4-0-4 7-9-0 11-5-12 I 15-6-0 16 1-0.0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 46 = Scale = 1:30.9 10 4x6 = 3x9 = 8 4x6 = 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 IRC2012ITP12007 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.2MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer nstallation 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) Oti1l Of 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 Yy WEBS 4-9=-0/280, 3-10=-791/141, 5-8=-791/141@a# Rld�e NOTES- 8t11 d"7 9 Divi 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; i,, 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 11; 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 1-4-0 oc. 0 LICE 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QIP ••••.•••• stC� 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 ���'••• SOON •• O '. will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) : ZO �2 10=125.8=125. 0 PE -44018 November 22,2016 A WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. 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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 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. R49056260 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. City Job Reference footionalt 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:CYHD1 gYxHPPz3CROFKMI D7zlA2S-m Z7vrT171gygHBpiH_bvuz4KMR2OyPfG?TcQ9DyGgAr -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 46 = Scale = 1:30.9 10 46 = 3x9 = 8 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 70.0 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/TP12007 CSI. TC 0.47 BC 0.43 WB 0.38 Matrix -R DEFL. in (loc) I/defl 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 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek brie installed during truss erection, in accordance with Stabilizer stallation 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. City TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-302/83, 6-8=-302/83 0" BOT CHORD 9-10=-109/751, 8-9=-95/751 WEBS 4-9=-0/280, 3-10=-788/141, 5-8=-788/141 Wheat i�IC1,ge NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Building enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate gripCIYiSIon 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 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=lb) PO 0 LIC 10=125,8=125. 0���•••••••••F�s Cy :'n SOON ••..F� PE -44018 November 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03R015 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 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 ANSIITP11 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056261 715A -PC -GR F3 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.14 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:CYH D t gYxHPPz3CROFKM 1 DzzIA2s-mZ7vrT171gygHBpiH_bvuz4K8R2iyPwG?TcQ9DyGgAr -1-0-14-0-4 7-9-0 11-2-12 15-0-0 1-0-0 4-0.4 3-8-12 3-5-12 3-9-4 4x6 = ' 3xg = 46 = 4x6 = Scale = 1:28.3 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 0.49 Vert(LL) -0.05 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.14 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 8 >999 240 Weight: 65 lb FT=20% B 0.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 9=831/0-3-8, 7=732/Mechanical Max Horz 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 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. 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.; 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) 9=123. City of Wheat Ridge 131440ing Division November 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 ray. 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 �f 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.12 849056262 715A_PC_GR G1 Common Supported Gable 1 1 Vert(TL) 0.00 17 n/r 120 Rep Stress Incr YES WB 0.14 Job Reference (optic 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:CYHD1gYxHPPz3CROFKM1DzzIA2s-ElhH3omlWz4XuLOuri69RBcberTUhveQE7MzhgyGgAq 10-0-0 20-0-0 1-0-Q 10-0-0 10-0-0 1-0-0� 4x6 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 3x4 = 3x4 II Scale = 1:56.7 20-0-0 20-0-0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 18 n/r 120 MT20 197/144 1 0.0 TCDL 1 Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 17 n/r 120 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 19 n/a n/a BCLL 0.0 BCDL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 139 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 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allation guide, REACTIONS. All bearings 20-0-0. (lb) - Max Horz 34=323(LC 7) Max Uplift All uplift 100 Ib or less at joints) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except 34=-168(LC 4), 19=-184(LC 7), 33=-167(LC 8), 20=-31 O(LC 9) City Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, Of 25, 24, 23, 22, 21, 20 except 34=305(LC 15), 19=338(LC 9) Wheat V ��� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Ridge TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 Building Div ISIpO 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 11; 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. LIG, 5) All plates are 2x4 MT20 unless otherwise indicated. PDQ 6) Gable requires continuous bottom chord bearing.�0�•••' SOON •a. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). • O •. O2 8) Gable studs spaced at 1-4-0 oc. ZO 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 PE -44018 ; will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 29, 30, O 31, 32, 26, 25, 24, 23, 22, 21 except Qt=1b) 34=168, 19=184, 33=167, 20=310. �0�'• • �� .. /ON November 22,2016 November A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 WOW 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.11 8-9 >999 360 849056263 715A_PC_GR G2 Common 2 1 -0.29 8-9 >814 240 DOL=1.33 TCDL BCLL 10.0 0.0 Rep Stress Incr YES WB 0.58 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:CYHD1gYxHPPz3CROFKM1DzzIA2s-ixFfG8nNGHCOVWz4PPdOzO9jRFiiQF ZSn5XD6yGgAp 10-0-0 14-10-4 i100 -1-12 20-0-20,1---- 51 5-1-1 4-10-4 4-10-4 !1 4x6 = 10 9 8 4x8 = 3x9 = 4xB = Scale = 1'.56.7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.11 8-9 >999 360 MT20 185/144 NOTES- Lumber DOL 1.15 BC 0.50 Vert(TL) -0.29 8-9 >814 240 DOL=1.33 TCDL BCLL 10.0 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.02 9 >999 240 Weight: 100 Ib FT = 20% LUMBER- �� SOON •SFQ BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 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 1650F 1.5E that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [isTelecommendsir REACTIONS. (Ib/size) 10=1075/0-5-8, 8=1075/0-5-8 I. Max Horz 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. city of 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 heat BOT CHORD 9-10=-136/807, 8-9=-27/717 Ridge WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 SUilding [)iViSlon 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 fight 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. Pp Q LSC 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=134,8=134. �����••e��� F� • % �� SOON •SFQ ;U a; PE 44018 s�0 EN November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03!1015 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - TOP CHORD 849056264 715A—PC—GR G3 Flat Girder 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 OSP CF� 5) Provide adequate drainage to prevent water ponding. Job Reference (ovtio al Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:55 2016 Page 1 ID:CYH D1 gYxHPPz3C ROFKM 1 DzzIA2s-A8p1 UUo?1 bKF8fYHy78dwbhtxfzl9fPjhRr4lYyGgAo 5-0-14 10-0-0 + 14-11-2 20-0-0 5-0-14 4-11-2 4-11-2 5-0-14 Scale = 1:33.6 2x4 11 3x9 = 2x4 11 412 = 10 3x5 5x10 = 2x4 II 5x10 = 3 5 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 NO Code IRC2012rTP12007 CSI. TC 0.33 BC 0.80 WB 0.76 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid -0.25 8 >939 360 -0.46 8 >510 240 0.08 6 n/a n/a 0.17 8 >999 240 PLATES GRIP MT20 185/144 Weight: 179 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc puffins (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' 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 OSP CF� 5) Provide adequate drainage to prevent water ponding. 1-10,5-6: 2x6 SPF 1650F 1.5E, 1-9,5-7: 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. •.a2 REACTIONS. (Ib/size) 10=2640/0-5-8, 6=2824/0-5-8 will fit between the bottom chord and any other members. : C0 f) , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Max Horz 10=73(LC 5) 10=506,6=602. 9) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -O ; ; Q 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 2-0-12, 349 Ib down 101 Ib 4-0-12, 349 Ib down 101 Ib 6-0-12, 349 lb down 101 Ib 8-0-12, 349 Ib Max Uplift 10=-506(LC 4), 6=-602(LC 5) and up at and up at and up at city of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. s�ONA heat TOP CHORD / 3, 1-2=-6133/1307, 2-3=-6133/1307, 3-4=-6550/1392, 4-5=-6550/1392, picfae 5-6=-2721/618 BOT CHORD 9-10=-161/547,8-9=-1769/8270,7-8=-1769/8270,6-7=-154/666 Bulidl WEBS 1-9=-1255/5892,2-9=-1119/321, 3-9=-2250/479, 3-7=-1811/383,4-7=-1365/372, R� pjVIS(p� 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=25f1; 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 LI 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 OSP CF� 5) Provide adequate drainage to prevent water ponding. 0� •'•�SQO •'• sf 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. •.a2 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 �� 0 will fit between the bottom chord and any other members. : C0 f) , 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 purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -O ; ; Q 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 2-0-12, 349 Ib down 101 Ib 4-0-12, 349 Ib down 101 Ib 6-0-12, 349 lb down 101 Ib 8-0-12, 349 Ib �O • �' ��s and up at and up at and up at ••••••••••' down and 101 Ib up 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 s�ONA 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. November 22,2016 A WARNING - Verify 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 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 iTek� 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC 849056264 715,& PC_GR G3 Flat Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:55 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-A8pl UUo?1 bKF8fYHy78dWbhtxfzl9fPjhRr4lYyGgAo LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 1=-109 3=-329 11=-329 12=-329 13=-329 14=-329 15=-379 16=-379 17=-498 18=-498 city of Wheal Ridge suilcjing pi "ioR ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 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, note 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - TOP CHORD 849056265 715A_PC_GR H1 Common 3 1 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10=119, 8=119. Job Reference (optional) Alpine Lumber Go., Commerce Gity,C0.80022 6.030 s Sep 29 2016 MITek Industries, Inc. Tue Nov 22 09:39:55 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-A8p1UUo?1bKFBfYHy78dVVbhpNf3U9kYjhRr4lYyGgAo 3 -0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0' 4x6 = Scale = 1:50.7 4 10 9 8 5x6 = 3x9 = 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 1 0.0 1 BCL2 0.0 BCDL100 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.62 BC 0.40 WB 0.43 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.08 9-10 >999 360 -0.19 9-10 >999 240 0.02 8 n/a n/a 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 87 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 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 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10=119, 8=119. 4-9: 2x4 SPF No.2 Mrecommends that Stabilizers and required cross bracing ZO01. [biffek e installed during truss erection, in accordance with Stabilizer PE44018 Installation guide. 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) city of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. haat TOP CHORD 2-3=-441/112, 3-4=-739/189, 4-5=-739/189, 5-6=-441/112, 2-10=-478/146, Ri dOe 6-8=-477/146 BOTCHORD 003 5 WEBS 99 4-9=-106/451, -257/204, 3-9=-257/203, 3-10=-557/94, 5-8=-557/93 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) 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=1b) PO 0 C1� 10=119, 8=119. 0�0�••eeeee••F�S • SOON •e Fp O ZO01. PE44018 or�ss/oNA••.. November 22,2016 ,& WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M14473— 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 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715,& PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R49056266 715A_PC_GR H2 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 ob Reference o Tonal Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:56 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-fKNQhgoeouS6lo6TWgfs2pEJ2PjuBlsw5aelyGgAn 4-6-4 8-9-0 12-11-12 17-6-0 18-6-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0 3x6 11 4x6 — 5x6 = 3x9 - 5x6 = I9 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 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WE 0.44 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 8 >999 240 Weight: 85 lb FT=20% BCDL 100 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 3-8: 2x4 SPF No.2 REACTIONS. (Ib/size) 9=857/0-5-8, 7=955/0-5-8 Max Horz 9=-2811 (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 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. 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) 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 (jt=1b) 7=119. 0fty of Wheat picige 3uifdirlg Diu+sior, F_TrRim November 22,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 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 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 ANSI1TPII 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 Citrus Heiahts. CA 95610 QZ Job Truss Truss Type Qty Ply 115A PC I/deft Lid 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 Vet(TI) -0.19 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:57 2016 Page 1 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2S-7WwovApGZCazNyhf4YA5bOn9uSlxded781KBgRyGgAm 4-6-4 8-9-0 12-11-12 17.6-0 4-6-4 4-2-12 4-2-12 4-6-4 3x6 11 46 = 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vet(TI) -0.19 7-11 >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 Wind(LL) 0.01 7 >999 240 Weight: 84 Ib FT = 20 B L 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 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=-488/109, 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 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 II; 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. City of Wheat Ridge Building Division DO LIc_FC� November 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 e 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 indlvidual 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056268 715A_PC_GR H4 Common Girder 1 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.13 Job Reference (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:CYHD 1 gYxH PPz3C ROFKM 1 DzzIA2S-bjUA6 WquKVViq?6GseFiK8EJKys38M?79NP3kMtyGgAl 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 11 '_ .. a .— ._ 7 _ ti '" 802 II 3x12 II 8x8 = 3x12 II Scale = 1:50.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 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 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 TCDL 10.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 5 n/a n/a �O • : �� BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 1-8 >999 240 Weight: 368 lb 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 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* 3-7: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E, Right: 2x6 SPF 165OF 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 City Of CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. W TOP CHORD 1-2=-12267/1631, 2-3=-7313/1080, 3-4=-7294/1078, 4-5=-10276/1381 Wheat �t BOT CHORD 1-8=-1179/8727, 7-8=-1179/8728, 6-7=-914/7234, 5-6=-914/7234 d�f? WEBS 3-7=-1229/8759, 4-7=-2281/455, 4-6=-483/3877, 2-7=-4365/715, 2-8=-820/6588 �ulld. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid far 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 MiTQk• 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/TP11 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 Citrus Heiahts. CA 95610 ln9 d'�isfon 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'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 - 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip D 0 Lr DOL=1.33 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1•••SOO••. O�P G'F2 sF N •••, 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. C3 �' Q 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 02•: will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 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 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 Ib �O • : �� down and 257 Ib up at 7-5-4, 1834 Ib down and 257 Ib 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) �s .,•���• u S�ON is the responsibility of others. LOAD CASE(S) Standard November 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid far 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 MiTQk• 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/TP11 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 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715A PC 849056268 715A—PC—GR H4 Common Girder 1 q J Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:58 2016 Page 2 I D: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-bjUA6WquKWiiq?6GseFiK8EJKys38M?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) rity of Wheat Ridge �uittfi7 q C)ivisrory ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103!!015 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, note 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 ANSITTPII 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 Citrus Hei hts 1A 95610 Job Truss Truss Type Qty Ply115A PC 715A_PC_GR J1 Common Supported Gable 1 1 849056269 rbistalledduring truss erection, in accordance with Stabilizer llation guide. REACTIONS. All bearings 15-6-0. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:58 2016 Page 1 ID:CYHD1 gYxHPPz3CR0FKM1 DzzIA2s-bjUA6WquKWiq?6GseFiK8EJSjsB?MBP9NP3kMtyGgAl -1-1-07-9-0 15-6-0 16-6-0 r1-0 0 7-9-0 7-9-0 1-0-0 4x6 = 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=3 1 TCDL 10.0 BCLL 0.0 B 00 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.10 BC 0.03 WB 0.04 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) 0.00 15 n/r 120 Vert(TL) -0.00 14 n/r 120 Horz(TL) 0.00 16 n/a n/a PLATES GRIP MT20 197/144 Weight: 77 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 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 or, bracing. OTHERS 2x4 SPF No.2 k recommends that Stabilizers and required cross bracing rbistalledduring truss erection, in accordance with Stabilizer llation guide. REACTIONS. All bearings 15-6-0. (lb) - Max Horz 28=-59(LC 8) 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. city a NOTES- Wheat 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; Mid g® enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 at` Ming mvislor4 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) 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. PD 0 LIC c. 10) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads. O ••••�•• sf�Q 11) . 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 SOON • will fit between the bottom chord and any other members. �Q••• e . O •. 0 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 16, 23, 24, r0 2 25, 26, 27, 21, 20, 19, 18, 17. Uni 1. PE -44018 November 22,2016 ,& WARNING - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849056270 715A—PC—GR J2 Common 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.14 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:39:59 2016 Page 1 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-3v2YJsrW5pghcGr2ByDZgRsXbGR15ZOlc3pluJyGgAk -1-0-04-0-4 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 46 = Scale = 1:30.9 10 4x6 = 3x9 = 8 4x6 = 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 0.47 Vert(LL) -0.05 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.14 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2012rTP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 68 Ib FT = 20% L 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD 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 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)=111mph; 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) 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=lb) 10=125.8=125. city Of Wheat Ridge SuMing DlVlSfor► o��F,P00 Cl�F�k .o PE -44018 O,�Fss/ON 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. 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715A PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056271 715A_PC_GR J3 Common Girder 1 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:00 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-X5cwXCs8s7zYEQQE1gkoDfPgWgnUgvDSrjYrRmyGgAj -1-0-04-0-4 7-9-0 11-5-12 15-6-0 16-6-0 r i-0.0 4-0-4 3-8-12 3-8-12 4-0-4 1-0.0 6x6 = Scale = 129.8 1Ox14 II 3x9 II 8x8 = 3x9 ll 1Ox14 II 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 0.59 Vert(LL) -0.07 11-12 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.13 11-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 11-12 >999 240 Weight: 214 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA-LAM®2.0 2800 DF WEBS 2x4 HF Stud SLIDER Left 2x8 SPF 195OF 1.7E 2-3-0, Right 2x8 SPF 195OF 11.7112-3-0 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) 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. FORCES. (Ib) - 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 Old (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 ll; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) 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. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=904, 8=956. 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at 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 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. LOAD CASE(S) Standard C`ty L3t3 Wheat Fudge R1111din0 Division oo�Poo see SOOA0 U'L PE -44018 ON November 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mrrek® 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 iTek' 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekllhts. CA 95610 Job Truss Truss Type Qty Ply 715A PC 849056271 715A—PC—GR J3 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 09:40:00 2016 Page 2 ID:CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-X5cwXCs8s7zYEQ QElgkoDfPg WgnUgvDSrjYrRmyGgAj LOAD CASE(S) Standard 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) city of Wheat Ridge 1311itdirlg Dj;7ision A WARNING - Verify 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 �R 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 ANSVTPII Quality Criteria, DSB-39 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 Citrus Hei h s CA 95610 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=30.0) 849056272 715A PC_GR V1 Valley 1 1 WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012ITP12007 Matrix -R 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 09:40:012016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-?IAJkXsmdR50sa?RJNF1 IsxxF3BjZXab3MIPzCyGgAi 15-9-0 7-10-8 Scale = 1:24.9 5x6 = 8 7 6 3x4 % 2x4 II 2x4 11 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10c) 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 0.09 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012ITP12007 Matrix -R Weight: 41 Ib FT = 20 BCDBCDL 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 [iffek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-9-0. (lb) - Max Horz 1=46(LC 10) jYV O� 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. Wheat Ridge WEBS 3-7=-302/59, 2-8=-347/145, 4-6=-347/145 NOTES- Building Division 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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) 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 Qt=1b) 8=105, 6=105. C .`�2'� November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 101032015 BEFORE USE. ' 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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 Citrus Heifihts, CA 95610 Job Truss Truss Type Qty Ply 715A PC (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 TCDL 10.0 Rep Stress Incr YES 849056273 715A—PC—GR V2 Valley 1 1 Job Reference (optional) Alpine Lumber Go., Commerce City,C0.80022 5-10-8 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:06 2016 Page 1 ID: CYHD 1 gYxH PPz3CROFKM 1 DzzIA2s-MFzCnFwvSzjhyLtO6xrCSwflT4twEodKDe?AePyGgAd 11-9-0 5-10-8 Scale = 1:18.5 5x6 = 2 4 3x4 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 TCDL 10.0 Rep Stress Incr YES WB 0.09 BCLL 0.0 ' Code IRC2012rTP12007 Matrix -S BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud 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 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: 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 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, 4. 1 t of jVheat Ridge E,>;ulwinG DIVISWI a. p0 L. ,...... tis .•'• SOON •e Fp 00 02 PE -44018 ON November 22,2016 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.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 �P a truss system. Before use, the building designer must verity 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 iw iT®k` 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, seeANSVTPII 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr 849056274 715A—PC—GR V3 Valley 1 1 Weight: 18Ito FT=20% BRACING - 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 gYxHPPz3CROFKMI DzzIA2s-gRXa?bxXDHrYaVSafeMR?7BypUEHzGXUSIIjBsyGgAc I 3-10-8 7-9-0 3-10-8 + 3-10-8 , 4x6 = 2x4 LOADING (psf) SPACING- 2-0-0 TOLL 30.0 plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012/TPI2007 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud 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) 2x4 11 2x4 A -- Scale = 1:14.1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 BC 0.08 Vert(TL) n/a n/a 999 WB 0.05 Horz(TL) 0.00 3 n/a n/a Matrix -P Weight: 18Ito 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. 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. 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) 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. City 0> Wheat ridge Building Division LIt✓F� �.O SOON •,`rF� Z� 02 a PE -44018 Ss��N6 November 22,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 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 �iT®k� 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 thus systems, see ANSVTP11 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC PLATES GRIP MT20 185/144 Weight: 22 Ib FT = 20% LUMBER- BRACING - 849056275 715A_PC_GR V4 Valley 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing 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 nDLtgXLk71 uasiiSdgyUGjlyGgAb 4-7-14 9-3-11 4-7-14 4-7-14 Scale = 1:16.8 5x6 = 4 3x4 ! 2x4 II 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B 00 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TPI2007 CSI. TC 0.24 BC 0.12 WB 0.07 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 3 n/a n/a PLATES GRIP MT20 185/144 Weight: 22 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [M.TIek einstalled during truss erection, in accordance with Stabilizer tallation 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) cite/ of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-332/83 Wheat ridge 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; Building r1jVjSlOis enclosed; MWFRS (envelope); cantilever left and fight 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) 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. PDO LIC O .•'• SOON •e 0 < .' X00 2 U L� i PE -44018 November 22,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,171-7473rev. 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 a truss system. Before use, the build! ng 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC R49056276 715A PC_GR V5 Valley 1 1 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:CYHD t gYxHPPz3CROFKM 1 DzzIA2s-Ie5yCxy9zazPBe1 nDLtgXLk9euZLij WdgyUGjlyGgAb i 2-7-14 5-3-11 2-7-14 2-7-14 3x4 = Scale = 1:9.8 rJ.T.\lE1y 2x4 2x4 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 0.07 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 IRC2012/TP12007 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 purlins. BOT CHORD 2x4 SPF No.2 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 [nt 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. city Df 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; g�J�� t, Ridge 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 �yyj510F 3) Unbalanced snow loads have been considered for this design. gR1!ildi119 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. so li5) ,�F2F O :UO Off: PE -44018 s C)eS%8;r tl November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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, note 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD R49056277 715A_PC_GR V6 Valley 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ob efere ce o tional 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:CYHD t gYxHP Pz3CROFKM 1 DzzIA2s-mgfKQHzoku5Gpoczn3Ov4YHI81wE R8wmvcEgFkyGgAa 1 8-0-7 16-0-14 8-0-7 8-0-7 4x6 = 3x4 // a 9 7 10 6 3x4 2x4 11 2x4 2x4 Scale = 1:41.4 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 IRC2012rTP12007 CSI. TC 0.21 BC 0.12 WB 0.18 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d We n/a 999 We We 999 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 55 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 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. All bearings 16-0-14. Ridge (lb) - Max Horz 1=-197(LC 6) 1,Nheat. 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) °;3Ltt1dir11„ 1]+t/jS{03'9 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)=111mph; 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. •o sooty •. 02 ms's PE -44018 November 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.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 verify the applicability of design parameters and properly incorporate this design into the overall MR 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 ANSI1TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei ht5 CA 95610 Job Truss Truss Type Qty Ply 715A PC L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 849056278 715A—PC—GR V7 Valley 1 1 Lumber DOL 1.15 BC 0.10 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 09:40:09 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-mgfKQHzoku5Gpoczn3Ov4YHIKIwTR8VmvcEgFkyGgAa 7-0-7 7-0-7 06 = 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 L/d 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=3 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 1 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -R Weight: 47 Ib FT = 20 BCDL 00 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 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud that Stabilizers and required cross bracing [�irelec.rnmeridsr e installed during truss erection, in accordance with Stabilizer Installation uide. 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. " cityOf WEBS 2-8=-331/217, 4-6=-330/216 NOTES- Wheat Ridge 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 Building Division 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. ��laD 0 L1CF�s O•••�so010 ON ••• FO O PE -44018 O�SS��N • November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ` 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` 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 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=30.0) 849056279 715A_PC_GR V8 Valley 1 1 WB 0.11 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:10 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1Dzz1A2s-EODidczQVCD7RyB9Lmv8dmpT_iGeAcJw8GzNnAyGgAZ 1 6-0-7 12-0-14 6-0-7 6-0-7 4x6 = 3x4 'i a 7 6 3x4 '� 2.4 11 2x4 11 2x4 11 Stale = 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 IRC2012rrP12007 Matrix -R Weight: 38 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 puffins. 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. 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) City of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-315/209, 4-6=-314/209 Wheat midge 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; 3uilding DiviSiorl 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, 5 except (jt=1b) 8=165,6=165. OQ PDO .eeCSC �eee�eSOOAI F4 ZOO 02 U O; PE -44018 November 22,2016 A WARNING - Verlry 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 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 k' 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 JobTruss SPACING- 2-0-0 Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - 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 ' BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Job Reference (Ootional) 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:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-EODidczQVCD7RyB9Lmv8dmpSKiFJAcUw8GzNnAyGgAZ 5-0-7 j 10-0-14 5-0-7 5-0-7 4x8 O 3x5 4- 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) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a - n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 30 Ib FT = 20 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. (Ib) -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. Ci1'y' of Wheat Ridge 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; Building Division 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 tail 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. November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 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 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 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056281 715A—PC—GR V10 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,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:01 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-?IAJkXsmdR50sa?RJNF11sxw336PZYzb3MIPzCyGgAi 4-0-7 4-0-7 46 = 4 2x4 2x4 II 2x4 �� Scale = 1:22.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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=3 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 1 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a 8CLL 0.0' Code IRC2012ITP12007 Matrix -P Weight: 23Ito FT=20% B D 100 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=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 (Ib) 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.; 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. City of Wheat Midge Building Division .0 * 0 LIV'*.. Z0 0% ; U a) PE -44018 FSS�QN • � November 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 ANSVTPN Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite log Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056282 715A_PC_GR V11 Valley 1 1 Lumber DOL 1.15 BC 0.06 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 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-TUkhyttOOkDFTjadt5mGi4U72TYU I?Xk101 yVeyGgAh 3-0-7 6-0-14 3-0-7 3-0-7 Scale = 1:17.7 46 = 2 4 2x4 ii 2x4 II 2x4 N' 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 0.14 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 BCDBCDL 100 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=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. NOTES - 1) Wind: ASCE 7-10; Vuit=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. -city of 'AJheei Ridge Liuilding Division 0 SO�N'••,rFO �0 02 PE -44018 Pow ;•• �; ���� November 22,2016 A WARNING - Vedfy 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 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 ANSIITPl1 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC Plate Grip DOL 1.15 TC 0.05 Vert(LL) We n/a 999 MT20 197/144 (Roof Snow=30.0) 849056283 715A_PC_GR V12 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 0.0 1 BCDL 0.0 Code IRC2012/TP12007 Matrix -P 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: CYHD t gYxHPPz3C ROFKM 1 DzzIA2s-TUkhyttOOkDFTjadt5mG14U9TTXj I?1 k101 yVeyGgAh 2-0-7 4-0-14 2-0-7 2-0-7 3x4 = Scale = 1:11.3 2 2x4 // 2x4 '� 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) We 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 BCDL 0.0 1 BCDL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 10 lb FT=20% LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 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 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. �'Vheaf Ridge +ujidinq nfvis;o- 4�PD0 '°3 •o SO°N %, zo 02; PE -44018 FSs�ON � November 22,2016 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK 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, note 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. Additions temporary and permanent bracing WOW 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 Lane Safety Inforrnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715,& PC TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 R49056284 715A_PC_GR V13 Valley 1 1 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Job Reference o do a 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:CYHD1 gYxHPPz3CROFKMI DzzIA2s-xgl39Dul92L65t9pQoHVgH1 Hmttl 1 RiuXgnV24yGgAg 5-10-2 - 5-10-2 46 = 3x4 8 7 6 3x4 O 2x4 12x4 2x4 11 Scale= 1:30.4 i 11-8-5 1185 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 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 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Matrix -R Weight: 37 Ib FT=20 BCDBCDL 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 rtabe k recommends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer llation guide. 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 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=374(LC 14) 17ftv oc 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. 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) 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 Qt=1b) 8=165,6=165. Wheat Ridge Building Division ��pDO LICF� �O�e•� so • ;`SAO Z 02 L PE -44018 Ss�ON November 22,2016 ,& WARNING -Verify 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 �f 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 ANSI/TPI1 Quality Criteria, OSB -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 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715A PC in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056285 715A_PC_GR V14 Valley 1 1 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 Job Refterence (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:CYH01 gYxHPPz3CROFKMI DzzIA2S-xgl39Du192L65t9pQoHVgH1 GVtswt RvuXgnV24yGgAg 4-10-2 9-8-5 4-10-2 4-10-2 4x8 Q 3x5 3x5 �i 2x4 41 �� Scale = 1:26.7 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 0.29 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 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 IRC2012rrP12007 Matrix -R Weight: 28 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. OTHERS 2x4 HF Stud[ 'Torecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Wheal Ridge 3""din,, DjVi5lor rso oy •.•s�o s° 0% ;U PE -44018 O,�Fss/0N • � �� November 22,2016 A WARNING - 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 , 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 properly 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A PC TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 849056286 715A_PC_GR V15 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a job efere c o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:04 2016 Page 1 ID:CYH D 1 gYxHP Pz3C ROFKM 1 DzzIA2s-QtrRNZvNvMTzj1 k?_WpkNVZSoHDlmvn 1 mKWbaXyGgAf 3-10-2 7-8-5 3-10-2 3-10-2 4x6 = 4 2x4 // 2x4 11 2x4 O Scale = 1:21.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 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 Ilia 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -P Weight: 22 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. 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=204/7-8-5, 3=204/7-8-5, 4=280/7-8-5 Max Horz 1=89(LC 5) Max Uplift 1=-43(LC 8), 3=-52(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -Ail 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. 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 Building DiviSiOr' 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. o�o�Poo "cF2s :'a SOOti -%;F' z° 0 PE -44018 FSS�ON N November 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k" 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 115A PC in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 849056287 715A_PC_GR V16 Valley 1 1 Lumber DOL 1.15 BC 0.25 Vert(TL) n/a n/a 999 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:04 2016 Page 1 ID:CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-OtrRNZvfwMTzj 1 k?_WpkNVZUtH BvmvWt m KW3aXyGgAf 2-10-2 5-8-5 2-10-2 2-10-2 Scale= 1:16.9 3x4 = 2x4 �' 2x4 O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 W8 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 14 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-5 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 [IekiT be installed during truss erection, in accordance with Stabilizer Installation guide. 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. 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) 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. oity of Wheat Ridgy Building Dig,/isinn �4p00 CIS �C O SOON a .�` UO O� PE -44018 November 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 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, note 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 WOW 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus HekihN. CA 95610 Job Truss Truss Type Qty Ply 715A PC in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 849056288 715A—PC—GR V17 Valley 1 1 Lumber DOL 1.15 BC 0.08 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 09:40:04 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-QtrRNZvfwMTzjl k?_WpkNVZV9HDbmvW1 mKWdaXyGgAf 1-10-2 3-8-5 1-10-2 1-10-2 3x4 = 2x4 i 2x4 O Scale = 1:10.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 (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 0.00 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- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. k recommends that Stabilizers and required cross bracing ['T8 be installed during truss erection, in accordance with Stabilizer Installation guide. 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. 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 chard 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. Citi✓ D;> Whoat RidE? 31iilC7jr3p;lit,*isipr D0 01 C�.�, F N S 0 010 PE-44018 CON .. November 22,2016 AWARNING - Verity, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. senee 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 iTek� 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/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 Citrus H his CA 95610 Job Truss Truss Type Qty Ply 715A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 849056289 715A_PC_GR V18 Valley 1 1 MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [be 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:CYHD1 gYxHPPz3CROFKMI DzzIA2s-u3PpavvHhfbgKBICYDKzwi6dOhZcVLaB_Gc6zyGgAe 7-7-8 15-3-0 7-7-8 7-7-8 Scale: 1/2"=1' 5x6 = 8 7 6 3x4 2x4 II 2x4 II 2x4 II 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 100 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 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. All bearings 15-3-0. (lb) - Max Hoa 1=44(LC 12) (Atv r.' 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) h ASi7 (-z idgc- 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 tsi)C1(nc, DiVIS'OT 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) 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 Qt=1b) 8=102, 6=102. so Ole s r S°° °ti PE -44018 9• •w O�SS�0N •• November 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A PC L/d TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) 849056290 715A—PC—GR V19 Valley 1 1 Vert(TL) n/a - n/a 999 Rep Stress Incr YES Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 5-7-8 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Nov 22 09:40:06 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-MFzCnFwvSzjhyLtO6xrCSwflB4tEEojKDe?AePyGgAd 11-3-0 578 Scale = 1:17.8 5x6 = 3x4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) n/a - n/a 999 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Maid 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 Hoa 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 3x4 PLATES GRIP MT20 185/144 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. F ek 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. 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, 4. �ifv'ar Whp,jt �iti(rlirl) �itriginrr ci0 OFo���p,D �lC2F s a •. o C) O� PE -44018 November 22,2016 ,& WARNING - Varity deslgn 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 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 WOW 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 Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Haunts, CA 95610 Job Truss Truss Type Qty Ply 715A PC in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL R49056291 715A_PC_GR V20 Valley 1 1 Lumber DOL 1.15 BC 0.37 Vert(TL) n/a n/a 999 ob efe a ce o tional 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 gYxHPPz3CROFKMI DzzIA2S-gRXa?bxXDHrYaVSafeMR?7BzKUAIzGGUSIIjBsyGgAc 3-7-8 7-3-0 3-7-8 3-7-8 Scale= 1:13.3 3x4 = 2x4 2x4 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 0.17 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 IRC2012/rP12007 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 pudins. 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 [iekiT be installed during truss erection, in accordance with Stabilizer Installation 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. 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) 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. November 22,2016 A WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ml1-7473 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 + 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 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 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. 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N a SIO 3- 3 'o^ Z a O m N 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