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Home My WebLink About5295 Pierson CourtW IF z ~ W M M L o 00 0000 ` W T W N o U� O y � M > N ti Mo o d � •C Z r M N ami M � O N •� U Oy �H3 .+ M U o �U U CdU a o w cd Q' o � "O 7�. L•' � � � � � � M O O +' U C E > p > OO 00 CIA Cn p cd >cn 03 CISbo�oo V �Q� cd u cn a 3 cn V) cd 0 O Qj 4. 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Letter sem- 104 Foundation Setback Cert. 204 Plumbing Underground Int. 105 Stem Walls g J� 205 Plumbing Underground Ext. 106 Foundation wall Insulation 206 Water Underground Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date inspector Initials Comments 201 Electrical / Cable/ Conduit 5I ,3DI /,S 202 Sewer Underground Int. sem- 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground 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 5I ,3DI /,S 302 Wall Sheathing sem- 303 Roof Sheathing-�- 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 nP�na L ia#4 f-&b,eco Q AI S -k S 308 Rough Electrical Residential 309 Rough Electrical Commercial a �, 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter / 313 Rough Plumbing Residential__ ' r. 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMITUI IU9J Ia ADDRESS -GAS PJYSt"O _JOB CODE Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous b� Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof b� 410 Final Window/Door 411 Landscape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works** 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** oning Final Inspection* �'ZO.� ( F48uilding 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. Backgow Consulting ` Testing P & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB421055 Test Date/ Time: 8/2/2018 9:00:20 AM Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Denver Water District Meter #: 41 Service Location: QUAIL RIDGE o. Q Facility Address: 5295 PIERSON CT City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 i Owner/Mgmt Co/Contractor: REMINGTON HOMES to Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 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 El Domestic El Containment El Horizontal ® I � Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' , � y El New ®Existing ❑ Glycol ®Isolation ❑Vertical Down ❑' ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE NORTH SIDE OF HOUSE Feeds To: Line Initial Test Results Re -Test Results PSI: 70 Tightness Differential Repairs Tightness Differential Check Valve #1 [, Leak 2.3 ❑ Leak (RP, DC, PVB) [ Tight ❑ Tight c" Check Valve #2 ❑Leak ❑ Leak (RP, DC) [ Tight ❑ Tight Relief Valve qw (RP) ` ' Buffer (RP) Air Inlet 2.6 OPENED FULLY C (PVB) Shutoff Valve #1: >(Ti ht []Leaking ❑Re laced Shutoff Valve #2: XTi ht ❑Leakin -]Replaced Back Pressure: ❑Yes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: Alarm Company/Fire Department: DFS Certification #: 18-B-06300 co Contacted By: 5 z Turn Off Date/Time: Turn On Date/Time: Y Test Kit Make: MidWest Model: 845 " Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. L° Testing Company: Backflow Consulting Testing & Repair, Inc vIf Tester Name: Nick Roman Phone: (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 oll 0 (N r-4 CO1 %0 O� C� to CLf) 0 to LLJ 0 >, CL 0) o c: 4"1 4z 0) 0 M (1) "1 Cc cr Lu %A C > X r C: 0 u .0 0 0 IA CD 0 4- �11 (D C> Wco co m CL Efn C-0 0 0 7:5 E cu 0 m u >0 21 0.0 0 EDm 20, .!AOU W C cm 76 Z _0 M w " V Nuj C. cc c w 'M C) 0- r) CIL,: a- x m - 41 'Dopro woo N 0 m A/) ::: m V) V) 4q 0 Ln 00 Ln is vi - c O LL LL C4 so C) CA r, 1 07 r LU INC tU ar E E < 3: E L11 t° 0 E ro 0 ( ID -r- o O o W 0 0) W 41 0 Nv -r u -r -I V) 12 O LL LL 07 INC I I I M I E E < 3: % VI LI) z N Co < c n , Q0 Go Ec aj cu q) ✓ V, E C) O 0 v 01 07CyiC 0) E > 0 '0 .60 > g L) .2 LL m < E O z 0 Y INC I I I M I E E 3: RAE ENERGY STAR@ CERTIFIED NEW le-1011,11 f/ Builder Name: Remington Homes Rating Company: EnergyLogic .... P Permit Date/Number: Rater ID (RTIN): 7483838 Home Address 5295 Pierson Ct Rating Date: 2018-08-00 Wheat Ridge, CO 80033 Version: 3.0 • + f2 asw R . .. a .. . .... .. t e ■a is Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A oomprehensive water management system to comprehensive air sealing, quality-installed insulation Ad& protect roofs, walls, and foundations. and high-performing windows to deliver improved comfort and lower utility bills. Flashing, a drainage plane, and site grading t0 move water from the roof to the ground and then away Air Infiltration Test: 1182 CFM50 (1.53 ACH50) from the home Primary Insulation Levels: Water-resistant materials on below-grade walls and underneath stabs 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 materials during construction. Primary Window Efficiency: U-Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high-efficiency heating, coaling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and Installed for while providing high-Ictuality performance. optimal performance. ENERGY STAR Qualified Lighting: 100 'Total Duct Leakage: Duct Leakage to Outdoors. 118 CFM25 Rough-In, with Air 188 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 a Natural Gas r 0.69 Energy Factor NIA This cartrticata provides a: summary of the major energy efficiency and other construdion HERSAndex features that contribute to this tome earning the ENERGY STAR, aiding as Home Energy Rating System (HERB) score, ns determined through independent inspection and verification Zero Energy deference Existing performed by a trained professional. The Home Energy Rating System is a nationally-meognizod Home Home Homes uniform measurement or the.) energy stridency of homes. Note that when a home canteens mullple performance levels for a particular reataue (o. g... win(khv of ioency or msu4rtwn levels), the predomi rant value is shown Also. hones may be Lass o o v Io 0 0 0 0 ;, o $ o More cenored to earn the ENERGY STAR using a samphnq pnN000t, whereby one home is randomly sok+ded from a set of tomes for rapmsantalrvo inspections and testing. In such cases. the Energy Energy fa Wet sound m each tome within the sat are intended to meet or exceed the values prasehod on this certificate The actual values for your home may drfter, but offer eque atord or better performance. This tie mfleam was prvmted using EkotropeT1f td�ers�on2 2 5. trema). This Rome amass rrsxEr Learn more at www.enei gystar govthorefeatunes IECC 2012 Performance Compliance (DnergyLogic Property Organization 5295 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 Jared Hull Inspection Status 2018-08-09 Reports Builder Rater ID (RTIN): 7483636 5295 Pierson Ct Remington Remington Homes RESNET Registered (Confirmed) Annual Energy Cost Design Heating Cooling Water Heating SubTotall - Used to determine compliance Lights & Appliances Onsite generation Total IECC 2012 Performance $701 $158 $136 $994 $813 $0 $1,807 406.3 402.4.1.2 402,5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 15.3% Cal Q SHGC Q 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency LI -Factor Mandatory Checklist As Designed Design exceeds requirements for IECC 2012 Performance compliance by 15.3%. $557 $149 $136 $842 $799 $0 $1,640 As a 3rd party extension of the code jurisdiction 1.1tillZing these reports I Centify 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 building 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 aocve has been inspected1tested and that the mandatory provisions of the IECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another party Name: Organization: Jared Hull EnergyLogic Signature: �-� r- W'1& Digitally signed: 8/9/18 at 4:04 PM Ekotrope RATER - Version 2.2.5.1983 IECC 2012 PerfDri-nance compliance results calCl.flatedl using Ekotrope's energy algorithm which is a RESNET Accredited HERS Rating Tool F c 0 Wo %mu CL C Lr) 2 CL M co 0 19 V Cf) CO C'4mE Ll. C 0 .- 0 Lo z LLJ m r J LJJ Z tLE F- °tic LL Lij LU LL l0 G GA 'o, a m 0 C• 2 -, (1) U') CL LO m co z 1-10, u '-1) 4, N 04 —M b mO B m U- CL CL E co co CO "0 CO U- z w im cm C C> 6. C, R m0 w m E 0 o 4) o 0 x 6- CDU U S 'SO u V. 4) 3 'D - 7 m 2, M M, 41 LC) T- r'?SE C) 0 O O < C) co E CT CO W.E Ul) 2 Cl) oro LO U- iY LL O () uz w u (N v m LU LO 0 co B c u tL. LL LL LL 0 o o 0 EL TO: 5.; "o roGPI 0 NC > :3 LL O. m �E 9) Q) 0 -0 0 Cl) 2 CL M co 0 19 V Cf) CO C'4mE Ll. C 0 .- 0 Lo z LLJ m r J LJJ Z tLE F- IECC 2412 Label 5295 Pierson Ct HERS® Index Score: 57 Building Envelope Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Stab: R-0 Infiltration: 1182 CFM50 (1.93 ACH50) Duct Insulation: R-0 Duct Leakage: 188 CFM25 Window & Door Specs Window. U = 0.300, SHGC =0.310 Door: R-7 Mechanical Equipment Specs Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: NIA Hot Water. Water Heater • Natural Gas - 0.69 Energy Factor 'Builder orDesign ..rvfessional Signatffe' -- -- 2005 ~PAct Energy ~ff^^ent Home TaC red it ( 13-001) QnergyLogic Property Organization 52A5Pierson Ct EnergyLogic Wheat Ridge, CO80O33 Jared Hull Inspection Status 2O18'08-09 Reports Builder Rater |D(RTN):7483O3G 5295 Pierson CtRemington Remington Homes RESNETRegioiored (Confirmed) RESNET Confirmed nf~d Rat` Normalized Modified End -Use Loads (K8Btw/ year) Category 2008|ECC50% As Designed Target Heating 37.6 322 Cooling 45 65 Total 42.1 387 Coiling U: 0.020 VVo| U: 0.054 Framed Floor U: 0.024 Slab R- 0.0 Window U: Q�300 Envelope Loads (MBtu / year) Category 2006|ECC As Designed 90% Target Heating 877 43.5 Cooling 81 78 Total 75.8 513 Building Features Window Combined SHGC: 0.2 Heating System: AFUE=Q2] Y6 Cooling System: SEER = 13 Duct Leakage boOutside: 188.0CFKX25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction nfNew Energy Efficient Homes, ofthe Energy Policy Act cd2OO5.This tax credit has been extended through the year 2017. The undersigned certifier verifieothat� (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone, - (2) Building envelope component improvements alone aGCOunt for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been Calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling Units under the ENERGY STARO for Homes Sampling Protocol Guidelines) perfon-ned by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, that |have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Jared Hull Organization: EnergyLogic Signature: Digitally signed: 889/18ed4:04PW EkotropeRATER ' Version 2�.5.1983 —^r Leakage Report Property 5295 Pierson [t Wheat Ridge, CO 80033 Reports 52Q5Pierson [tRemington (D%%ergyLoCT'c Organization ^^~,�� ^'w°� ~~~~. EnergyLogic Jared Hull Inspection Status 20i8'08'O8 Builder Rater |D(RT|N):7483U3G Remington Homes RESNETRegistered (Cnrfinnnd) General Information Conditioned Floor Area [sq. ft.] 3,648 Infiltration Volume [cu. ft.] 36,673 Number of Bedrooms 3 Air Leakage Measured Infiltration 1182 CFM50 (1.93 ACH50) ACH50 (Calculated) 1.93 Leakage to Outdoors [CFM25 / 100 s.f.] 5.2 ELA per 100 s.f. Shell Area (Calculated) 0,.768 CFM50 (Calculated) 1182 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 188.0 Leakage to Outdoors [CFM25 / 100 s.f.] 5.2 Leakage to Outdoors [CFM25 / CFA] 0.052 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pal 118.0 Total Leakage [CFM25 / 100 s.f.] 3.2 Total Leakage [CFM25 / CFA] 0.032 Mechanical Ventilation Rate [CFM] 66.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFMI 66.0 20 10 ASHRAE 62.2 Req. Cont. Ventilation 66.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 89.7 Ekotrope RATER - Version 2.2.5.1983 RESNET HOME ENERGY QnergyLogic RATING Standard Disclosure ... For home(s) located at: 5295 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, V2. 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 E D. Training for sales or construction personnel E] E. Other(specify) V3. The Rater of the Rater's employee is: DA. The seller of this home or their agent D 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 E]4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by LIRater []Employer []Rater L]Employer D Rater 1:1 Employer E]Rater []Employer E Rater FjEmployer EjRater F]Employer OR is in the business of DRater LlEmployer E]Rater MEmployer El Rater F1 Employer [IRater [:]Employer DRater L--jEmployer D Rater 11 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: EnergyLogic Signature: Digitally signed: 8/9/18 at 4:04 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry Nationall-lonne 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 - lndustry_National-HERS-Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 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: �z Fr Job Address: '3701 S 71 C-1 Permit Number: 2 0 1 & Ckj IJ No one available for inspection: Time A PM Re -Inspection required: Yeses" When corrections have been made, call for re -inspection at 303-234-5933 Date: qwq Inspector: S� 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: -'Io-3 _� F_ Job Address: S ?-q5 �, P_fSo �774 Permit Number: 2-0 / 70 9' Z 2 ❑ No one available for inspectibnTime )30"-UAM/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: AT /T DO NOT REMOVE THIS NOTICE iCITY OF WHEAT RIDGE. Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1&06 F-r,'e Job Address: G 2ci S- le..- Permit Number: 20170 931 2 FFj ❑ No one available for inspection: Time A PM Re -Inspection required: rl(es JN0 When corrections have beetle, call for re -inspection at 303-234-5933 Date: � Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: irl ✓ley- l 1-2L V 44 Job Address: 525T Fly l'sm Cf PermitNumber: ❑ No one available for inspection: Time 1 Re -Inspection required: Yes *When corrections have been made, call for re -inspection at 303-234- Date:- Z-2-0, l� Inspector: n DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ,. Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r(h,q f mlcll Job Address: S 2 9S- Plel-Scn d -I Permit Number: .2017 &.43 1 Z- lqooaA et 4 ❑ No one available for inspection: Time IWO AMIRM Re -Inspection required: 6)_ No When corrections have been made, call for re -inspection at 303-234-5933 Date: 20' l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �A Building Inspection` Division Qr` (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t roc ( -Ew Job Address: 6255 Pi-eil51m GZ Permit Number: ❑ No one available for inspection- Time 0gV A /PM Re -Inspection required: Ye �No_ - When corrections have been made, call for re -inspection at 303-234- Date:- 03-234 Date: `t ' -1 ` I t -P Inspector: 19 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: L40q, F+ /)a / nV-P Job Address: 3_2A ,'CI -So, /¢ Permit Number: 2 of 70 q,3 /,Z ❑ No one available for inspection: Time U eI /PM Re -Inspection required: ge No When corrections have been made, call for re -inspection at 3a37234 - Date: �/ 3/ 10 Inspector: bakf_ (dL--C'fl- 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: 04 `j Lk)c ..-U Vi=a C_ d -e� l yUCc c Job Address: 1J2'� 5 I f'e S0r) C- Permit Number: 7 ':-:, 17 (D9 ( 2.._ ❑ No one available for inspection: Time AMQM Re -Inspection required: Yes No When corrections have been made, -inspection at 303-234-5933 Date:—( -a, 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: 3 j- , b f Job Address: X95 Permit Number: % 1 ❑ No one available for inspection: Time Z5 '�-,'-)(A M Re -Inspection required'Y Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:& � ��' Inspector: 104/ & ��4--- DO NOT REMOVE THIS NOTICE 0 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: 305 — a Swl/±1'fin Job Address: 5-N5 Pi?/ -40n, (j, Permit Number: 2t�17(j f( 12 ❑ No one available for inspection: Time !°MGPM Re -Inspection required: Yes No f When corrections (have been made, ca ifor re -inspection at 303-234-5933 Date: 61q 10 Inspector: bane, Leve tt DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�,- Job Address: Permit Number: (D c') ?� + ❑ No one available for inspection: Time g� t�✓ �W/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 5 )� ) /I X 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: >0/ PAW, Job Address: Id % �_ 0`1 C� Permit Number: , 2 o 1'7- d Y2 / 61,y u1/57 -f-67 0 ❑ No one available for inspection: Time I Z A PM Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 C, '6 V_R Job Address: S __� 9S - Permit Permit Number: a lam- c-) K ❑ No one available for inspection: Time 1 i PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: S/ a'i 1 1 3 Inspector:1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-593JOspection line (303) 235-2855 Office" • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1I 3 31 Job Address: 5tT P) C Permit Number: cam; 6 1 -- (Oct � 1 a -G-Lac�c II - Lt l'►eL ., I - S t t= C-_ L T -R, EL -f 0 1 Tv mac, t F_ rc\,- r.� .iIc On 01A& - �,r" e ❑ No one available for inspection: Time /� /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date:— �_) �' V ;e Inspector: /. i 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: U H- J?- Job Address: `I '� Pi r ;., .v C i- Permit Number: zD jOr! ? / ❑ No one available for inspection: Time to PM Re -Inspection required: Yes No When corrections have been made, or re -inspection at 303 -234 - Date: 'S // 1-1 v Inspector:: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office e (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ru U. - i "N A _T I.J No one available for inspection: Time A M Re -inspection required: Y6,S" No.f��'_' When corrections have been made, call for re -inspection at 303-234-5933 "I"/ Date:- W7 Inspector: —�0-( (_,�/ /<1/rT_ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 � -5 C- Job Address: 53`l -5- Permit Permit Number: I d 31 G ❑ No one available for inspection: Time 30' A /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: f�A Inspector i 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: Job Address: Permit Number: c) .D ❑ No one available for inspection: i -me ' 1 1 A /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: �i / 5-// '� Inspect DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: :40/7013/2- •� r ❑ No one available for inspection: Time -3 AM/PM Re -Inspection required: Yes o When corrections have been made, ca or/7/7—# re-insspection at 303-234- Date:—/13111 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _��9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: )"V4 "V ! Al Job Address: S l *-5,04 cl'f — Permit Number:�- ❑ No one available for inspection: Time AQPM Re -Inspection required: Yes �No,,/% When corrections have been made, call for re -inspection at 303-234-5933 Date: ' ! %� Inspector: )&AI Gf DO NOT REMOVE THIS NOTICE City Wh- eatP�e City of Wheat Ridge ;titunicipal Building 7500 W, 291' Ave. Wheat Ridge, CO 80033-8001 P: 343235.2846 F: 3-101235.2857 1 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: / PERI i*r# ADDRESS: 4- > 75- f'1icePW �CQ a l27 LOT 1 y , BLOCK I I 00'41L IZ (W iS't,97765r SUBDIVISION I hereby certify that the elevation and location of the structural 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'6t'heat Ridge. The MIN INIUM SETBACK DISTANCES from the roperty lines have been determined to be: FRONT: 2- `4.5 REAR: N q • d r SIDE: 5' d' IDE:r The MINIMUM ELEVATION has been determined to be: 573, 3r (NAVD88), The above measurements have been determined on the following location: � Check only one): v Top of foundation prior to placement of concrete The setback and elevation I Signed �D 0 L1CF Print -�ag rr, SAL LAN�� (surveyor's Seal) Top of proposed foundation subsequent to placement of concrete locations are identified on the attached exhibit. Hate Surveyor FOR OFFICE USE ONLY Approved by: —_— Inspector Date Rev 12!06 L Lange IMPROVEMENT LOCATION CERTIFICATE L� Land Surveys eys (FOUNDATION ONLY) 5�S561AVENUE.SDITE 2*0 ARVADA, CO 80002 P:(720) 242-9732 F:(720) 242-9654 LEGEND R=PROPERTY LINE BOW -BACK OF WALK TBC=TOP BACK OF CURB FL=FLOW LINE ECA=EDGE OF ASPHALT TCB=TOP OF GRADE BEAM UE -UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM-TEMPORARY BENCHMARK D E © E N0075'16"W 60.37' ,.� =CONCRETE -FOUND #5 REBAR WITH PLASTIC CAP . 01 PLS NO. 36567 O =FOUND NAIL & DISK 10' UE&DE iii PLS NO. ILLEGIBLE OFFSET VALUE SHOWN FROM MONUMENT TO + PROPERTY LINE E =CABLE TV PEDESTAL d, Efl=ELECTRIC PEDESTAL A. ©=TELEPHONE PEDESTAL =FIRE HYDRANT '',�' =UGHT POLE d' .� =STOP SIGN ® =WATER SERVICE 5 -SANITARY SEWER W SERVICE N_ n 17.0' 10.0' tn ( (1Z 3 19.0 ^.. Q c O O LOT 10 9.5 BLOCK 1 Aw, fn O, 5295 (UNDER � N. w CONSTRUCTION) o°'oA. 3 TGB=53.8 a Z 5.0' L? , w 5.0' L n pi 11,5' 1n 10.0' N 19.0 N• 10' UE&OE P W BOWL �5. TSHDM N0075'16'W 545.75 - d TBC • Q �y�bO�yh 1 1 EOA PIERSON COURT LEGAL DESCRIPTION LOT 10, BLOCK 1, RIDGE ESTATES 0 10 20 ,'�a0aaaargrr�, ,!Jl R�� RQUA ESU RESUBDI\4SICN, CITY OF WHEAT RIDGE. .00 ••N••y •�,. k C Aii COUNTY OF JEFFERSON, SCALE: 1"=20' \Q� .�••S' •� STATE OF COLORADO- • • NOTES miV� icy ', 1, 1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR �� aG2 REbiINGTON HOMES, THAT II IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING. OR •• r�•-ip OTHER FUTURE IMPROVEMENT LINES. THIS CERTIFICATE IS VALID FOR USE ONLY BY • •• 1/ , 018, REMIGTON HOMES ANDOTHECIMPRO THE PAREL'S APPEARANCE ON FEBRUARY 01,2THIS 0, 0,SJQ;�� 2. I FURTHER CERTIFY THAT EMENTSCON THE ABOVE DESCRIBED PARCEL ONESRIBES OATS, FEBRUARY 01, 2018. EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE JONATHAN R. LANGE hr Bill I a` BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT COLORADO REGISTERED PLS p 3'7908, FOR AND ON BEHALF OF LANGE DRAWN BY: DATE: AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT LAND SURVEY$, LLC DRAWN BY:DATE: CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. JOB NUMBER: 121t -905I DRAWN BY: ASU2 I DATE: 02/01 18 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: S Job Address: Permit Number: 001 q E)9-3) L Vt2 2 { 1 E� C112 1Z \!zz:a ❑ No one available for inspection: Timed , Ll� tiA:bA/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Dated D. I I i� lnspector.z�&,' )cxL__ek 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 F��+, ^ ) � I Job Address: °I S P),c F `,o Q C+ Permit Number: o a 9 3 1,.;l Y) IQ sJ�, ❑ No one available for inspection: Time r�- �� A Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:_i 119 'K Inspecto i- I cL DO NOT REMOVE THIS NOTICE City of Wheat Ridge ' Single Family - New PERMIT - 201709312 l`v PERMIT NO: 201709312 ISSUED: 01/09/2018 JOB ADDRESS: 5295 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: Permit for new SFD, 3 car garage, unfinished basement, 3 bedrooms, 3 bathrooms, Main floor: 1360SF, Second floor: 1150SF, Unfinished basement: 930SF, Garage: 700SF, Covered front porch: 150SF *** CONTACTS *** OWNER (303)295-1216 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: 299,580.70 FEES Total Valuation 0.00 Plan Review Fee 1,574.33 Use Tax 6,291.19 Permit Fee 2,422.05 Engin. Review Fee 150.00 ** TOTAL ** 10,437.57 *** 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 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. Homes must be consistent with the requirements specified on ODP for siting. 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. ***PLEASE NOTE: Curb cut for driveway shown on plan is too wide. ROW permit must show a curb cut of 24' or less.*** City of Wheat Ridge " Single Family - New PERMIT - 201709312 PERMIT NO: 201709312 ISSUED: 01/09/2018 JOB ADDRESS: 5295 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: Permit for new SFD, 3 car garage, unfinished basement, 3 bedrooms, 3 bathrooms, Main floor: 1360SF, Second floor: 1150SF, Unfinished basement: 930SF, Garage: 700SF, Covered front porch: 150SF I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am leg�ally authorized to include all entities named within this document as parties to the work to be performed an that all work to be performed is disclosed in this document and/oF its' accompanying approved plans and specifications. Signature of 1 0 1ER or CdNTRACTOR (Circle one) Date I. This permit wA issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of Official Chief Building Ocial 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 nting of a pe► shall of construed to be a permit for, or an approval of, any violation of any provision of any applicable c e or ny ordinance r i f this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of h6at1e --Z--10 COMM€INI� DEVELOPMENT p 0 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 OF'F'ICE USE ONLY ®ate: t i /I )-� PlanlPermit # :_c) 1 -107,31 Plan Review Fee: Building Permit Application ) 5-7L4, 3.3 *** Please complete all highlighted areas on troth sides of this form. Incomplete applications may not be processed. *** Property Address: Q9 7_-P,5n r�A. Property Owner Email: Mailing Address: (if different than property address) Address: �h �Id 11� a of t- +t 1 1& t7 City, State, Zip: ('�'O,C�q i C L" ?4�ct Architect/Engineer: ( % c FF f'_(l++ I 'S Lf1C Architect/Engineer E-mail: SICKQ �4&')V'UC L)Q21,FQU' hone: Contractor: Contractors City License #: I(LT7r Phone: Contractor E-mail Address: Sub Contractors: Electrical: W.R. City License # C 1 %75 Other City Licensed Sub: City License # Plumbing: m ALe tom,plca bi oo' W.R. City License # Other City Licensed Sub: City License # Mechanical: �� W.R. City License #, %0D 5( ) Complete all information on BOTH sides of this form _W Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE LM 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.) �) Q.Lu'St �� m`\`' �C�> j t cac � 'l � 4.1 (born mch - I`rx D; A Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and tabor included in the entire project) $1-2 1 =� 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) rAUTHORIZED REPRESENTATIV o ER) (CONTRACT PRINT NAME: SIGNATURELf, DATE: I Ir DEPARTMENi USE ONLY ZONING COMMMENTS: 4 eP 2c,.rEq w( C` `J i`cNS OCCUPANCY CLASSIFICATION: Reviewer. `Z 22 / I, - BUILDING ` BUILDING D TMENT COMMENTS: Reviewer: ,. p/� ) a/ PUBLIC WORKS COMMENTS. plPEGT PCr-f DR -Al" 00JAJ *PvcrfS (Al plpae— "iGfN� 5!Ir�ANN CN 7NE Reviewer. AV" /2E0 - LNVED PLo7- PL,Atil 7 �,Q�rj-� i �D�G��- 5�,6g 7-VFA1bVA7PVIJCFF. P EK7"/�S its[ 12J4/17 04--2) ,4 6r4APIAIC, 6E,9 -27 -IFI CA7'/DIPJ L-07 ! � SNA"- 00 Ri52 ',O. piziop- TO PROOF OF SUBMISSION FORMS C --V- '% 9-A15vRE PP-Cf'9f22 15/70 6;,941;>j^/r�-,, 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 - 201709312 l`v PERMIT NO: 201709312 ISSUED: 01/09/2018 JOB ADDRESS: 5295 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: Permit for new SFD, 3 car garage, unfinished basement, 3 bedrooms, 3 bathrooms, Main floor: 1360SF, Second floor: 1150SF, Unfinished basement: 930SF, Garage: 700SF, Covered front porch: 150SF *** CONTACTS *** OWNER (303)295-1216 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: 299,580.70 FEES Total Valuation 0.00 Plan Review Fee 1,574.33 Use Tax 6,291.19 Permit Fee 2,422.05 Engin. Review Fee 150.00 ** TOTAL ** 10,437.57 *** 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 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. Homes must be consistent with the requirements specified on ODP for siting. 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. ***PLEASE NOTE: Curb cut for driveway shown on plan is too wide. ROW permit must show a curb cut of 24' or less.*** City of Wheat Ridge " Single Family - New PERMIT - 201709312 PERMIT NO: 201709312 ISSUED: 01/09/2018 JOB ADDRESS: 5295 Pierson CT EXPIRES: 01/09/2019 JOB DESCRIPTION: Permit for new SFD, 3 car garage, unfinished basement, 3 bedrooms, 3 bathrooms, Main floor: 1360SF, Second floor: 1150SF, Unfinished basement: 930SF, Garage: 700SF, Covered front porch: 150SF I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am leg�ally authorized to include all entities named within this document as parties to the work to be performed an that all work to be performed is disclosed in this document and/oF its' accompanying approved plans and specifications. Signature of 1 0 1ER or CdNTRACTOR (Circle one) Date I. This permit wA issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of Official Chief Building Ocial 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 nting of a pe► shall of construed to be a permit for, or an approval of, any violation of any provision of any applicable c e or ny ordinance r i f this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of h6at1e --Z--10 COMM€INI� DEVELOPMENT p 0 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 OF'F'ICE USE ONLY ®ate: t i /I )-� PlanlPermit # :_c) 1 -107,31 Plan Review Fee: Building Permit Application ) 5-7L4, 3.3 *** Please complete all highlighted areas on troth sides of this form. Incomplete applications may not be processed. *** Property Address: Q9 7_-P,5n r�A. Property Owner Email: Mailing Address: (if different than property address) Address: �h �Id 11� a of t- +t 1 1& t7 City, State, Zip: ('�'O,C�q i C L" ?4�ct Architect/Engineer: ( % c FF f'_(l++ I 'S Lf1C Architect/Engineer E-mail: SICKQ �4&')V'UC L)Q21,FQU' hone: Contractor: Contractors City License #: I(LT7r Phone: Contractor E-mail Address: Sub Contractors: Electrical: W.R. City License # C 1 %75 Other City Licensed Sub: City License # Plumbing: m ALe tom,plca bi oo' W.R. City License # Other City Licensed Sub: City License # Mechanical: �� W.R. City License #, %0D 5( ) Complete all information on BOTH sides of this form _W Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE LM 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.) �) Q.Lu'St �� m`\`' �C�> j t cac � 'l � 4.1 (born mch - I`rx D; A Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and tabor included in the entire project) $1-2 1 =� 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) rAUTHORIZED REPRESENTATIV o ER) (CONTRACT PRINT NAME: SIGNATURELf, DATE: I Ir DEPARTMENi USE ONLY ZONING COMMMENTS: 4 eP 2c,.rEq w( C` `J i`cNS OCCUPANCY CLASSIFICATION: Reviewer. `Z 22 / I, - BUILDING ` BUILDING D TMENT COMMENTS: Reviewer: ,. p/� ) a/ PUBLIC WORKS COMMENTS. plPEGT PCr-f DR -Al" 00JAJ *PvcrfS (Al plpae— "iGfN� 5!Ir�ANN CN 7NE Reviewer. AV" /2E0 - LNVED PLo7- PL,Atil 7 �,Q�rj-� i �D�G��- 5�,6g 7-VFA1bVA7PVIJCFF. P EK7"/�S its[ 12J4/17 04--2) ,4 6r4APIAIC, 6E,9 -27 -IFI CA7'/DIPJ L-07 ! � SNA"- 00 Ri52 ',O. piziop- TO PROOF OF SUBMISSION FORMS C --V- '% 9-A15vRE PP-Cf'9f22 15/70 6;,941;>j^/r�-,, Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City ®f Wh6atP._,,,dge -MMUNI 7Y DEVELoPMENT Building & inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY ®ate: Pll `'anlPerrmit # Plan Review Fee: wC" Building - Application 91 *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. **' Property Address: 5 Q 9 _-P t c5t5 Mailing Address: (if different than property address) Address:�`�(� C-)IL,1JULC City, State, Zip:K: i2'8a I cr"-, ?I Architect/En ineer:C.�cc aFcL-F-,n+Tf)c , o Architect/Engineer E-mail: 4IC. e G S � C Wphone: Contractor: 'Jn Contractors City License #:I (P (T22n Phone: 4D- b _Q Contractor E-mail Address: , Sub Contractors: Electrical:, ( &L) Plumbing: �; �l�I;{j'} �C Mechanical:�.trid. ^ J W.R. City License # %-75 W.R. City License # ()�q 5� W.R. City License # $�� 5(p 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.) Sq. Ft./LF Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ x1 , �-W -L- 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) r (UTHORIZED REPRE_ E TATMV o ER) (CONTRACT -O )� PRINT NAME: SIGNATUREU DATE: DEPARTMENf USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer BUILDING DEPAiRTMENT COMMENTS: Reviewer: �. p� ) al] J r ` PUBLIC WORKS COMMENTS: lJ 9iRF6T p-crF DRAIN vot-V H --PC rT5 /N 51kWN 1-W 7-91 Reviewer. AV" SBD - L/NED PLoT PLAa J 7t>PRor-� i /1p_ lLjGF/V%-op S-rrFhl"7vT 2 F�vNcfF - 12�41!% 04--,=321- 2)h Gr4to/A/61G��cT/,c/cq?loll✓ Lei / �,¢. 59A41- OE REQ',O. pR/op- ?o PROOF OF SUBMISSION FORMS G -O. 7-0 9N5vPE 1r->P!2P-4W 577W GR,d/2/Nr-:;,. Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of SINGLE FA HIL Y/DUPLEX _. heat ` �=�� BUILDII�G PE IT APPLIC�4 TION REVIEW hl1ti11C: W(3RK5 Date: L2 /2 _ 4 Location: AT'T'ENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a 6!C W located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: �ZOK �d9� refer to 2. v/Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes No Completed b. curb & gutter: Yes -->/ NoCompleted c. d. sidewalk: Yes Other (specify): Yes � No Completed — No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. --1/— Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. 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. �.. � a/2141 1 Signature Mark Van Nattan Date 5. ! NOT APPROVED: The Public Works Department has reviewed the submitted material and does not / approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. Stipulations: RDpg r ` 04 �za�_ 50 9 7b ND�&IMPdGX Ae2.I,�>�hCT 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. 1i NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of eat c U13 1C kV0RKs City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORDS DEVELOPMENT REVIEW FEES Date: ! Location of Construction: 3295 PZlec` Al r= Purpose of Construction: Single Family_ Commercial Multi -Family Development Review Processing Fee:...... .......................................... $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 $-5A2" d0 Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 $ ® Initial review' of technical civil engineering documents (Fee includes reviews of the 1 S1 and 2nd submittals) :.......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2nd submittals): ........................... $500.00 $ ® Trip Generation Study Review Fee: .................................................. $200.00 $ ® O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' 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 ('/2 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): 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. Rev 12/12 City 0 . Wheat f <ijge PUBt IC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: ADDRESS: PIF_QSOJCI -.7: 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.co.us Rev 2/08 City of Wheat �igge 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. Dat e: `� II ,).Q 11 -1 Project Address: Name of Firm/ Individual submitting documents: t o' Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE I 3"(/ / / am a duly authorized representative of the agency indi at ed below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agent represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District oCo olidated Mutual Water District 6/Valley 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 nat ure: ` (Agency Representative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) November 14, 2017 Re: 5295 Pierson Court 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, r 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 IV 4� THIS DEED, Made this February IV 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 By: �e-40ew Name: Robert R. Short Title: President State of Colorado ) J )ss County of J_? eJ�' ^ U �' ) The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seal' My commission expires: ",�/ —/C/ � ,JANET S JACKSON !NOTARY PUBLIC ST :TF OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019, Notary? Public ` e Page 2 of 3 EXHIBIT A 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 3of3 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 After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created., hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal suer 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- ��IDOY-cb 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) 'faxes 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 13539131 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. if Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns 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 comlection with any condemnation or other taking of the Property, or part 1353913.: thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor 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 1353913- and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 1353913.2 this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/1.00 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 permits, fees, demolition, relocation and installation ("Diy 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 company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof The issuance on behalf of Lender of a routine statement 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 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado cornoratio By: Name Title:I STATE OF COLORADO § COUNTY OFA The for Ding instrument was acknowledged before me this 26th day of February, 2016, by L1( t`li2S ,QS p('2LiQ Ply of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANN04-A 00CHA1Nt Notry publk State of Colorado Notary 10 20054037048 [My Commission Expires Sep 23,2017 1353913.2 Witness my hand and official seal. My commission expires: Notary Public Rev. 04/17 Quail Ridge Estates - Plan Review Worksheet Address: -5 -t S �t �^ Quail Ridge Estates Subdivision, Lot #: t Z Block: I Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: ' sq. ft. fo.'� r �,-�- (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): sq. ft. (not including accessory structures) Total Proposed Building Coverage: sq. ft. Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Interior Side 5' ' Side on street 10' j v ' Rear 20' 4 L-1 Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' -- Side (if under 8' tall) _ Rear (8'- 15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' �Qa Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? > (If yes, add surveying conditionrFND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% �_- Front Yard 100% Side/Rear adj. to street 100% L� 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 facade 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. )ECNo 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. L]' 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: 0 Driveways cannot exceed 24' in width. Ca✓`d t -ha`^ a��O1�a Landscaping requirements: U Minimum landscaped coverage is 25% iA The front yard must be 100% landscaped d Side or rear lots fronting a public street must be 100% landscaped ❑ 04sclj 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, U� sod and an automatic sprinkler system. �Qc�a Manual S Remington Homes -Quail Ridge 5295 Pierson Ct Plan 735 NOTE: Manual D Data from Elite Software Duct Sizing Program. EQUIPMENT: Furnace = Carrier Model 59SC2C080S17--16 (80000 BTU) Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ftJmin, Temperature: F Notes: Static pressure available values for return duds are at the entrance of the duct. For supply, they are at the e)at. 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. Su mmar Number of active trunks: 25 Number of active runouts: 27 Total runout outlet airflow: 1.125 Main trunk airflow: 963 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter- 12.9 ST -130 Smallest runout diameter: 4 SR -240 Supplyfan external static pressure 0.800 Supplyfan device pressure fosses- 0 270 Supplyfan static pressure available. 0.530 Runout maximum cumulative static pressure loss 0 350 SR -350 Return loss added to supply. 0.058 Total effective length of return ( ft): 270.8 Hall High Total effective length of supply( ft,): 129.1 SR -350 Overallz tota69fective length, 399.9 Hall High to SR -350 Design over r 0 133 (Available SP x 100 IT System duct Su`tfac�'Ar`e'a '.§cR �a 16� 923.4 Total system duct surfar. 923.4 titvi�_wt . tor_:.,Ir. CoiniAance �b� [ (' Plans f .arrnner Date yaNity or a+rmit: The issuance of o permit or oppnwW o/pfons specoratim and computations shoo not be a permat for, or an opprovd al wW Wobfbe to onv M the oro—Win o/Me buAft code or Many City adwotim. Mof Wesu mbq to OW outhoft to Woh" a/croscet the ptoMstatt Glow sawkV modes or other ordFonctt N the Cuy shorrtof k aalld Heat Rise use on Program 58° F eating Capacity and rEfficlency Return Air Connection Wire Lead Color Cooling Tons 1_060-12 Test Airflow Delivery @ Various External Static Pressures 0.1 02 0.3 0-4 0.5 0.6 0.7 .08.. 0.9 1 040-10 - 0 0.16 1 100-20 1 20-20 Input High Heat (8 UH) 4G ODD 4000 b0.000 50 000 80,000rc, 0,000 100.D00 1 0,000 120,000 Output High ea (BT H) 000 ,000 6,000 6.,000 >,,D00"5.0 060-12 9 ,000 112,000 e e empera re Rise Range °F (°C) High Heat 0-76 (22-39) 5 (19-36) 4- 0 (22 - 39) 35 6 (19 - 36) 35-655- (19 19-36) - 40-70 45-75 (22-39) (22 - 39) (25 - 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM / Tan Test Airflow Delivery @ Various External Static Pressures 0.1 02 0.3 0-4 0.5 0.6 0.7 .08.. 0.9 1 040-10 SIDE/BOTTOM Black 2-5 388 1145 1100 1060 1015 970 920 860 785 680 615 Blue 2.0 413 970 940 9055 870 625 775 730 675 570 505 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 Blaek 3.0 85 1 15 1205 1205 1195 1155 1100 1045 975 910 805 Blue 1 25 370 980 985 980 955 925 880 835 780 695 585 Yellow 1 2-0 425 910 920 905 880 850 815 765 695 630 545 Red j 1 1.5 430 750 730 705 680 645 605 555 9 040-12 SIDE/BOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2-5 418 1245 12 1150 1100 1045 990 930 855 790 730 Orange 2-5 66 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435 980 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 06016 S)DEIBOTTOM Slack 4.0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1 335 1330 1320 1285 1225 1155 1685 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red 2.5 394 1030 1025 1030 1010 985 940 905 855 805 735 080.16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3-5 381 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 2.0 380 850 825 806 785 760 725 695 655r 600 545 080-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 1 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 4261 1120 1110 1100 1090 1065 1035 990 935 Red 20 433 0 920 910 890 865 830 790 745 690 625 100-t6 SIDEfBOTTOM Black 4.0 373 b 1 a 149)1421 -177 1-4 -177 .,5 epaw 3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 910 Blue 3.0 367 1300 1255 1205 1160 1100 103 0 810 730 Red -T-2.0 445 1110 1055 1005 77 690 1 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow A 367 2090 2040 1980 1910 18357. 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO SIDES 4.5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 4.0 416 1875 1$4j) 795 1735 1665 1580 1495 1410 1310 1.205 Rede 3.5 414 1610 168 1515 95 1325 1250 '160 1080 r// w nea7zedge , COA-NITY L MLoPMENT 01"ROW-9 RCL,EW+ ., f.,r Cans. ComplL:lnce c � Plans Examiner 1 Date VMl 0 of eermk: The asuance of o permit orakW*va of xWn pee*oHons oad computations shall ,wt be o penmll Jar, Dram approve!cg &W xh,btba onv of the provisions of the bu"np code or of emy Cdy 0M%Vntes. pennty presun4n9 to Ove authority to vwkfe of tatccet the pmvfslas of the gu kmv Codes or other Ord"-- of the City shoes not be votld. Evaporator Coil Static Pressure PERFORiYL-XNCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURON® AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1500 1600 1 TOO 1 800 1 900 1 1000 11100''1 1200 1 1300 1 1400 1 1500 1 1600 11700 1 1800 11900 12000 12100 12200 Dry 0.078 10,114 10.156 10.198 0253 1814 Wet 0.096 10138 10.183 10.213 10.277 Dry 070 -7G -T0 -,1 -03T0 -.14-3F0,182 0.233 10290 1 0.354 2414 Wet 0.089 10.128 10.171 10.214 10269 1 0.336 1 0.913 Dry 0.048 10.068 0990 10.112 JOA40 0.170 1 0203 2417 Wet 0.064 10.091 0.122 10.150 10.199 10224 1 0263 Dry 0.065 10,097 0.135 10.173 0223 10279 10, 333 I 0.405 0.479 3014 Wet 0.076 10.114 10.160 10.206 10.260 10221 1 0.389 I 0.461 10,540 Dry 0.042 0:060 10.060 10.102 10.129 0.157 0.188 0.222 0.259 3017 Wet 0.065 1&076 10.104 10.127 10.158 0.190 1 0225 I 0.266 1 0.309 Dry 3617 0.043 0961 0.082 0.103 0.128 0.157 0.189 0.229' 0259 0299 10241 T617 Wet 0.056 JOV9 0.107 10.133 10.166 10200 1 0.236 10.276 10,315 10.361 10.413 Dry 0.035 10.048 10.062 10.076 10.093 10.111 10.132 1 0.153 10.177 10201 1 0228 3621 Wet 0.049 10M6 10M 10.10D 10.10 10.144 10.171 10.192 10.217 10.245 10.276 Dry 4221 0.030 0.047 0.054 0.066 10.082 10.099 10.119 0.1370.158 10.180 1 0.205 10.231 10.259 T4221 Wet 0.043 10.059 1 0978 10.101 10,126 10..153 10181 10.207 10,234 0260 10.298 10.319 1 0.354 Dry 4821 1 10.047 10.060 1 0.075 I 0992 I 0.110 10.130 1 0-1-52-F0-.1 76 10204 10.220 10.256 10.284 10.318 T4021 Wet 0953 10,067 0.085 0.104 1 0.125 10.147 1 0.172 0200 10228 10.259 10292 10.327 10.365 Dry 0915 0.046 0.057 0.069 0.094 0919 0.119 0.124 0.140 0.158 0.175 0.195 0.214 4624 Wet 0932 0.050 10M6 10.081 1 0997 0.119 1 0.131 0.150 10.169 10.190 0211 10,223 10.257 Dry 6024 1 1 10.062 JOD73 0.084 10.097 10.111 10.126 10.138 10.154 10172 10.190 10.210 1 0228 10251 0.273 0.293 T6024 Wet 0.082 0.096 1 0.112 10.129 1 0.145 10163 10.171 10.191 10212 0. 5 0.258 0283 10.310 10-336 0.366 Detailed cooling capacity Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 23,549 23,549/24,293=.97 or 3 % over Note: The 2 Ton AC only delivers 20,231 BTU's. Ow 01 ,peatFt�d9e 15001,19 �t,J%st°n CONDENSER ENTERING All EVAPORATOR AIR 75 (23.9) 85 (29.4) 95 (35) CFM EWB `F('C) 72 (22.2) Capacity MBtuh Total Sens# 32.18 16.57 Total System KW'- 2.04 Capacity MStuh Total Sena $ 30.84 16.09 Total System KW** CAI 3NA030****A 2.25 Capacity MBtuh Total Sens$ Outdoor Section 29.42 15.59 Total System KW*. With CAP**30 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.68 2.49 875 63 (17.2)tt 27.91 20.13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27.10 2.03 26,12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.89 2.30 29.72 16.38 2,54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)tt 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (16.7) 28.07 27.82 1 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28,04 1 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 1814 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 22.57 2.12 27.32 22.05 2.34 25.95 21.49 2.58 62 (16.7) 28.79 28.79 2.12 27.71 27.71 2.34 26.54 26.54 2.58 57 (13.9) 28.79 28.79 2.12 1 27.71 27.71 2.34 26.55 26.55 1 2.58 Per Carrier/Bryant Engineers the Capacity of the CA13NA030 (2.5 Ton) is 24,293 BTU's Sensible Gain from Manual J = 23,549 23,549/24,293=.97 or 3 % over Note: The 2 Ton AC only delivers 20,231 BTU's. Ow 01 ,peatFt�d9e 15001,19 �t,J%st°n AHRI Used Item i Value Standard Air Conditioner Model Number (Combined) CAI 3NA030' (A,B)*-C NPV13617AL*+TOR Outdoor Model Number CA13NA030—(A,,B) Indoor Model Number CNPV*3617AL�+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 5•EER High Speed 0 SEER Low Speed 0 EER 10.8 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Mcroproces so r Warranty --------- - I.-.--..,---- - I-.,- city of Wheat Ridge Building Division August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 10, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T L O 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 and 7 feet of clayey gravel underlain by sandy gravel to the maximum depth explored of 25 feet. No groundwater was encountered during this investigation. 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. CWk,I'"IJq 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.4 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 0.9 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 10, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is taken. CTL I THOMPSON, I REMINGTON HOMES QUAIL RIDGE ESTATES LOT 10, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 • N, CPO of f S �'; S�' �R�d�e s ea `Nr z5\11 .\5\O� �5�1j6 3 city of Wheat Ridge EXHIBIT A eur1aio9©ftrSron 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 Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 `Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'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 I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of Wheat Ridge Building Division REMINGTON HOMES Exhibit A-3 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 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. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City of Wheat mrige BuildingivPcnn 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.doe MiTek' Re: 5295 PIERSON 735A CUSTOM 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: R52374323 thru R52374379 My license renewal date for the state of Colorado is October 31, 2019. �o� PDO L�CF�s sooty •. 0 r s° 02Fo PE -44018 O Fss/•,�'1, • �� November 22,2017 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. 011Va ulvheatRld9e udi„901j,j&/" �i1�I }HII �L Job Truss Truss Type Qty Ply 735A CUSTOM I/deft Lid PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 852374323 5295 PIERSON Al Common Structural Gable 1 1 MT20 197/144 1 TCLL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:13 2017 Page 1 I D: sQzuO3Gcorn6mVKuzEhD5xzUSFC-K?2XGXv?Eo5mCkljEkmxTbLlJrt?ljlu8aHBDayGwD4 -1-0- 6-9-9 13-1-1 19-6-0 25-10-4 3 -2-7 38-7-8 -0 6-9-9 6-4-4 6-4-4 6-4-4 6-4-4 6-5-1 6x6 = A nn 27 25 4x8 = 4x6 = 4x6 = 17 4x6 = 9-11-10 17-0-0 19-6-0 28-10-8 29-0-6 38-7-8 9-11-10 7-0-6 2-6-0 9-4-8 0-1-14 9-7-2 Scale = 1:74.0 Ib LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.05 17-19 >999 360 MT20 197/144 1 TCLL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.11 17-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 17-19 >999 240 Weight: 350 Ib FT = 20 LUMBER - TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Right: 2x4 SPF No.2 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. WEBS 1 Row at midpt 6-19, 7-17,5-19 REACTIONS. All bearings 17-3-8 except (jt=length) 17=9-9-0, 17=9-9-0, 10=9-9-0, 16=9-9-0, 15=9-9-0, 14=9-9-0, 13=9-9-0, 12=9-9-0, 11=9-9-0, 20=0-3-8. (lb) - Max Horz 2=274(LC 18) Max Uplift All uplift 100 Ib or less at joint(s) 10, 23, 30, 32, 14, 12 except 2=-119(LC 15), 17=-438(LC 15), 21=-614(LC 1), 24=-291(LC 21), 26=-318(LC 14), 28=447(LC 14), 29=-361 (LC 21), 33=-144(LC 14), 16=-449(LC 23), 11=-163(LC 15),20=-415(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 10, 22, 23, 24, 29, 30, 31, 32, 33, 15, 14, 13, 12 except 2=448(LC 21), 17=1686(LC 4), 17=1593(LC 1), 21=361(LC 14), 26=753(LC 21), 28=1019(LC 21), 11=260(LC 22), 20=704(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-594/229, 5-6=-653/340, 6-7=-656/340, 7-9=-17/260, 9-10=-381/119 BOT CHORD 2-33=-229/412, 32-33=-229/412, 31-32=-229/412, 30-31=-229/412, 29-30=-229/412, 28-29=-229/412, 27-28=-229/412, 26-27=-80/468, 24-26=-80/468, 23-24=-80/468, 22-23=-80/468, 21-22=-80/468, 20-21=-80/468, 19-20=-80/468, 17-19=0/380 WEBS 7-19=0/288, 7-17=-1093/334, 9-17=-479/387, 5-27=-879/292, 3-27=-487/397 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) gable end zone and C -C Extedor(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 19-6-0, Exterior(2) 19-6-0 to 23-4-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 14-0 oc. 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 city of vvh�at Rfd9e $ui'*"9 Division Ll�F2 • soo,y •.sFo •U G)• PE -44018 10 • •� : � M��ss�oni . ,. �� November 22,2017 Co I. W aRG • V4rI/y design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI -7473 ray. 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 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 735A CUSTOM 852374323 5295_PIERSON At Common Structural Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:13 2017 Page 2 ID: sQzuO3Gcom6mVKuzEhD5xzUSFC-K?2XGXv?Eo5mCkljEkmxTbLlJrt?Ijlu8aH BDayGwD4 NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 23, 30, 32, 14, 12 except (jt=lb) 2=119, 17=438, 21=614,24=291,26=318,28=447,29=361,33=144,16=449,11=163,20=415. City of Wheat Ridge Building Divisjon A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 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 135A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 852374324 5295 PIERSON A2 Common 9 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.78 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:20 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-dLzAkw_ObxzmXpK38iObF48N fBiuxVwlAU2ygyGwCz -1-0- 6-8-5 13-1-3 19-6-0 25-9-5 32-0- 1 38-7-8 -0-0 6-8-5 6-4-13 6-4-13 6-3-5 6-3-5 6-6-13 6x6 = Scale = 1:65.3 5x6 % 115 1e 1Z 11 1u n zz V 8x8 = 06 = 4x8 = 4x8 = 4x8 = 4x6 = 9-9-10 19-6-0 28-9-14 38-7-8 9-9-10 9-8-6 9-3-14 9-9-10 Id 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 0.77 Vert(LL) -0.17 11-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.78 Vert(TL) -0.36 11-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.13 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.12 11-13 >999 240 Weight: 209 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 *Except* WEBS 3-13.7-9: 2x4 HF Stud WEDGE Right: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=2017/0-5-8,8=1915/Mechanical Max Horz 2=274(LC 14) Max Uplift 2=-591(LC 14), 8=-538(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3416/950, 3-4=-3082/902, 4-5=-2207/778, 5-6=-2203/787, 6-7=-3021/922, 7-8=-3328/952 BOT CHORD 2-13=-969/2885,11-13=-668/2424, 9-11=-482/2397, 8-9=-693/2813 WEBS 3-13=-350/345,4-13=-160/533, 4-11=-941/493, 5-11=-384/1341, 6-11=-933/483, 6-9=-159/501. 7-9=-322/340 Structural wood sheathing directly applied or 3-7-11 oc pudins. Rigid ceiling directly applied or 7-4-14 oc bracing. 1 Row at midpt 4-11,6-11 City of Whet Rigg, 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. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-10-6, Interior(1) 2-10-6 to 19-6-0, Exterior(2) 19-6-0 to 23-4-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 ORPp 0 L/�'� non -concurrent with other live loads. •�� LIQ• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� . So oN e, 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CO C will fit between the bottom chord and any other members, with BCDL = 10.Opsf. * lz. 7) Refer to girder(s) for truss to truss connections. U 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) PE -44018 2=591, 8=538. -O FSsNN November 22,2017 ,& 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 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 M('}'12�" 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 his CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM LOADING (psf) 852374325 5295_PIERSON A3 Roof Special 1 1 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.25 11-12 >999 360 MT20 185/144 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:22 2017 Page 1 ID:sOzuO3Gcom6mVKuzEhD5xzUSFC-Zk5x9cOe7ZDUn7USF7Q3KVDj8TrSMnhDCUz91ZyGwCx 1-3-0 9-2-8 17-2-0 19-0-8 25-6-1 31- 1-10 38-6-8 3 -6- 1-3-0 7-11-6 7-11-8 1-10-8 6-5-9 6-5-9 6-6-14 -0-6 6— — — -- 8x8 = 2x4 II 5x10 = 5x6 11 3x4 I I Scale = 1:70.2 600 = 1- - 17-2-0 1-7-1010 30-0-3 7 38-6-8 A-2;_1 1-8 -3-0 7-1-84-5- 8-4-1 8-6-1 Plate Offsets (X,Y) - [2:0-2-12,0-3-0], [8:0-4-0,0-4-8], [9:0-0-5,0-0-10], [9:0-3-8,Edge], [9:0-0-10,0-5-15], [11:0-5-0,0-3-0],,[12:0-1-15.0-2-0], [14:0-3-4,0-3-0], [15:0-2-12,0-1-12] , [16:Edge,0-3-0] LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.25 11-12 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(TL) -0.51 11-12 >893 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.14 5-14 >999 240 Weight: 217 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, 1-2:2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 14-15: 2x6 SPF 165OF 1.5E 1 Row at midpt 5-14 WEBS 2x4 SPF No.2 "Except' 6-0-0 oc bracing: 13-14 1-16,2-16,4-15,8-11: 2x4 HF Stud, 12-14: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 4-14 WEDGE Right: 2x4 HF Stud City of REACTIONS. (Ib/size) 16=1907/Mechanical, 9=2008/0-5-8 Max Horz 16=-288(LC 15)�y ��at Max Uplift 16=-537(LC 14), 9=-591(LC 15) Ridge Max Grav 16=1973(LC 33), 9=2008(LC 1) Building FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Dfvisi pn TOP CHORD 24=-3414/890, 4-5=-2475/798, 5-6=-2340/927, 6-7=-2386/844, 7-8=-3112/959, 8-9=-3343/932 BOT CHORD 15-16=-852/2367,14-15=-862/2925, 5-14=-686/353, 11-12=-478/2391, 9-11=-686/2828 WEBS 2 -16= -3037/972,2 -15=-83/755,4-15=0/360,4-14=-1287/510,12-14=-217/1673, 6-14=-588/1476, 6-12=-365/775, 7-12=-879/503, 7-11=-223/528, 8-11=-296/337 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) gable end zone and C -C Exterior(2) 0-1-12 to 1-3-0, Interior(1) 1-3-0 to 19-0-8, Exterior(2) 19-0-8 to 22-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for NO 0 LlCF reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ,••...•••• s 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 tJ ••• S00.� N 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs : O •. 02 greater psf psf non -concurrent with other live loads. ZO U f1, 5) Provide adequate drainage to prevent water ponding. PE 44018 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O •: �� will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) Refer to girder(s) for truss to truss connections. 'CHCS, a... \ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ON 16=537,9=591. 10) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 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 Heights, CA 95610 Job Truss Truss Type City Ply 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 852374326 5295_PIERSON A4 Roof Special 1 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:23 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-1wfJMyl GusMLPG3epgxltimuftBy5C8NRBijZ?yGwCw 2-6-8 9-10-4 17-2- 19-0-8 25-5-531-10-3 38-6-8 9-6- 2-6-8 7-3-12 7-3-12 1-10-8 6.4-13 6-4-13 6-8-5 1 -0- I Scale = 1:70.3 3x5 10x10 MT20HS II 4x6 = 48 13 5x10 = 5x8 II 12 11 6x12 = 5x6 = 2-6-8 9-10-4 17-2-0 25-5-5 31-10-3 38-6-8 2-6-8 7-3-12 7-3-12 8-3-5 6-4-13 6-8-5 Plate Offsets (X,Y)— [2:0-6-4,0-2-81, [8:0-4-0,04-81, f9:0-3-8,Edge], [9:0-0-10,0-5-151,[9:0-0-5 0-0-101 [11:0-3-0,0-3-41,[17:0-3-8,0-2-81 6x10 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 0.81 Vert(LL) -0.21 14-16 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.48 14-16 >953 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.19 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.18 16-17 >999 240 Weight: 214 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 *Except* reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 \,•••"'•••��tf1 15-18: 2x4 SPF 165OF 1.5E BOT CHORD WEBS 2x4 HF Stud `Except` greater psf psf ZO 1-17,4-14,12-14,6-14,6-12: 2x4 SPF No.2 WEBS WEDGE PE -44018 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Right: 2x4 HF Stud 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide REACTIONS. (Ib/size) 18=1907/Mechanical, 9=2008/0-5-8 Max Horz 18=-300(LC 15) Max Uplift 18=-539(LC 14), 9=-593(LC 15) Max Grav 18=1910(LC 33), 9=2008(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1813/508, 1-2=-3866/1058, 2-4=-3452/925, 4-5=-2527/808, 5-6=-2323/898, 6-7=-2783/1017, 7-8=-2795/839, 8-9=-3363/923 BOT CHORD 17-18=-203/383, 16-17=-1134/3656, 14-16=-851/2987, 5-14=-526/275,12-13=-38/325. 11-12=-674/2843,9-11=-673/2845 WEBS 1-17=-1109/4010, 2-17=-1737/589, 2-16=-678/286, 4-16=0/375, 4-14=-1306/513, 12-14=-289/1597, 6-14=-493/1406, 6-12=-554/1056, 7-12=-623/395, 8-12=-518/346, 8-11=0/252 Structural wood sheathing directly applied or 3-1-7 oc purlins, except end veliicals, and 2-0-0 oc puffins (3-7-0 max.): 1-2. Rigid ceiling directly applied or 6-4-7 oc bracing. Except: 1 Row at midpt 5-14 1 Row at midpt 4-14,6-12 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) gable end zone and C -C Exterior(2) 0-1-12 to 2-6-8, Interior(1) 2-6-8 to 19-0-8, Exterior(2) 19-0-8 to 22-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for N90 LIQ reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 \,•••"'•••��tf1 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 .•' soO '• N• 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs : O •• �% 02 greater psf psf ZO non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. PE -44018 6) All plates are MT20 plates unless otherwise indicated. 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.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. �`s •••. \ 9) Refer to girder(s) for truss to truss connections. ON 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 18=539, 9=593. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 22,2017 ,& 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 MRek4a 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 Heian1g, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.26 16-17 >999 360 852374327 5295_PIERSON AS Roof Special 1 1 MT20HS 139/108 TCDL 10.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.20 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:25 2017 Page 1 I D: sQzuO3Gcom6mVKuzEhD5xzUSFC-zJm3ne2 WQUc3eaD 1 xF_my7rDugsQZ6VfuSBpetyGwCu 4-6-8 10-10-4 17-2-0 19-0-8 5-5-5 31-10-3 38-6-8 9-6- 4-6-8 6-3-12 6-3-t2 1-10-8 6-4-13 6-4-13 6-8-5 -0- Scale = 1:70.3 5x10 11 1Dx1c a nn G' 3x5 0xiu — oxv — 13 5x6 12 11 6x12 = 5x6 = 6x10 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 0.89 Vert(LL) -0.26 16-17 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.94 Vert(TL) -0.55 14-16 >831 240 MT20HS 139/108 TCDL 10.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.20 9 n/a n/a Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.23 16-17 >999 240 Weight: 215 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc puffins (3-3-6 max.): 1-2. 15-18: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. Except: WEBS 2x4 HF Stud *Except* 1 Row at midpt 5-14 1-17: 2x4 SPF 165OF 1.5E, 4-14,12-14,6-14,6-12: 2x4 SPF No.2 WEBS 1 Row at midpt 4-14,6-12 WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 18=1907/Mechanical, 9=2008/0-5-8 Max Hoa 18=-320(LC 15) Max Uplift 18=-544(LC 14), 9=-597(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1816/552, 1-2=-4406/1219, 2-4=-3580/984, 4-5=-2644/841, 5-6=-2435/910, 6-7=-2784/1025, 7-8=-2796/842, 8-9=-3363/931 BOT CHORD 17 -18= -119/377,16 -17=-1260/4272,14-16=-838/3135,5-14=-409/213,11-12=-661/2843, 9-11=-680/2844 WEBS 1-17=-1268/4507, 2-17=-1556/537, 2-16=-1186/437, 4-16=-42/473, 4-14=-1371/509, 12-14=-337/1842,6-14=-489/1523,6-12=-542/916, 7-12=-622/394, 8-12=-516/345, 8-11=0/251 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) gable end zone and C -C Exterior(2) 0-1-12 to 4-0-0, Interior(1) 4-0-0 to 19-0-8, Exterior(2) 19-0-8 to 22-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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.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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 18=544,9=597. 11) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. City of /heat Ridge Building Division November 22,2017 seess A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. W1, building 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 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 852374328 5295_PIERSON A6 Roof Special 1 1 BC 0.94 Vert(TL) -0.55 12-13 >830 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:27 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-whugCJ4nx5smtuMP2gOE1YwabUYpIOEyMlgwimyGwCs 3-5-06-6-8 11-10-4 17-2-0 19-0-8 25-6-1 31-11-10 311 8 3-5-0 3-1-8 5-3-12 5-3-12 1-10-8 6-5-9 _5_l 5 - 1 10x1( Scale = 1:70.3 3x5 II 13 12 11 6x10 5x6 II 6x12 = 5x6 = 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 0.81 Vert(LL) -0.26 16 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.55 12-13 >830 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.23 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.22 16-17 >999 240 Weight: 217 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, BOT CHORD 2x4 SPF No.2 'Except* except end verticals, and 2-0-0 oc purlins (3-2-5 max.): 1-3. 15-18: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-4-15 oc bracing. Except: WEBS 2x4 HF Stud *Except* 1 Row at midpt 5-14 12-14,6-14,6-12: 2x4 SPF No.2 WEBS 1 Row at midpt 2-18, 4-14, 6-12 WEDGE Right: 2x4 HF Stud City of REACTIONS. (Ib/size) 18=1907/Mechanical, 9=2008/0-5-8 Max Horz 18=-340(LC 15) Max Uplift 18=-548(LC 14), 9=-601(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4650/1267, 3-4=-3689/1029, 4-5=-2781/875, 5-6=-2579/930, 6-7=-2793/1036, 7-8=-2804/847, 8-9=-3365/941 BOT CHORD 17-18=-749/2565, 16-17=-1243/4562, 14-16=-816/3265, 5-14=-305/203,11-12=-691/2845, 9-11=-691 /2846 WEBS 2-18=-2981/917, 2-17=-631/2597, 3-17=-1366/437, 3-16=-1403/462, 4-16=-118/664, 4-14=-1365/499,12-14=-360/2012, 6-14=-491/1667, 6-12=-531/770, 7-12=-630/400, 8-12=-506/342 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) gable end zone and C -C Exterior(2) 0-1-12 to 4-0-0, Intehor(1) 4-0-0 to 19-0-8, Exterior(2) 19-0-8 to 22-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: 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 greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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.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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 18=548,9=601. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Wheat Ridge wilding piViSio, r��p,DO LICFgj G�;'�O SOON •sF0 :UO O.� PE -44018 e' oON • •\� November 22,2017 ,& 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 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights. CA 95610 Job Truss Truss Type City Ply 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 852374329 5295 PIERSON A7 Roof Special 1 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:28 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-OuSCQf5PiP_dV2xccNXTamToquxxmTJ6aPQTECyGwCr 3-10-4 7-5-0 12 17-02-0 9-0-8 25-3-08 361-6-8 6-08 o1-10 3-104 12 -8 3-0 10x10 ennR-7 3x5 11 500 II Scale = 1:76.9 15 14 13 11 4x6 I 5x10 = 5x8 = 3x6 = 6x6 I 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 0.59 Vert(LL) -0.32 16-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.76 Vert(TL) -0.86 16-18 >548 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.19 11 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.27 16-18 >999 240 Weight: 229 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 *Except* and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 17-19,16-17: 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud `Except' WEBS �P� e••eee /ij c ��'•e•'•c�U�� 14-16,6-16,6-14,7-13,9-13: 2x4 SPF No.2, 9-11: 2x6 SPF 1650F 1.5E .• V: OTHERS 2x4 HF Stud 6) All plates are MT20 plates unless otherwise indicated. REACTIONS. (Ib/size) 19=1957/Mechanical, 11=2058/0-5-8 Max Horz 19=-348(LC 10) Max Uplift 19=-559(LC 14), 11=-622(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4827/1305, 3-4=-5246/1467, 4-5=-3004/919, 5-6=-2783/982, 6-7=-2921/1049, 7-8=-3665/1225,8-9=-3510/999, 9-11=-1961/716 BOT CHORD 18-19=-755/2720, 16-18=-844/3420, 13-14=-563/2566, 11-13=-191/593 WEBS 2-19=-3157/955, 2-18=-596/2544, 3-18=-2501/787, 4-18=-493/1796, 4-16=-1304/533, 14-16=-393/2278,6-16=-502/1826,6-14=-515/749, 7-14=-1010/585, 7-13=-477/943, 8-13=-1017/558, 9-13=-675/2700 Structural wood sheathing directly applied or 2-9-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-6 max.): 1-3. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-19, 4-16, 6-14 City of heat Ridge Building Divisi'n 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) gable end zone and C -C Exterior(2) 0-1-12 to 3-10-4, Interior(1) 3-10-4 to 19-0-8, Exterior(2) 19-0-8 to 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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. 0 �iCF 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. �P� e••eee /ij c ��'•e•'•c�U�� .• V: 5) Provide adequate drainage to prevent water ponding. �O O 6) All plates are MT20 plates unless otherwise indicated. • 2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. ; U f3i 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0o PE -44018 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. '0., 9) Refer to girders) for truss to truss connections. •.1 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 0� 66 19=559,11=622. the top bottom QC`s ••ee••e••• 11) Graphical pur in representation does not depict the size or the orientation of the purlin along and/or chord. ONA November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev, 101032015 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y1iT®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-39 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 135A CUSTOM TCLL 30.0 Plate Grip DOL1.15 TC 0.59 Vert(LL) 852374330 5295_PIERSON A8 Roof Special 1 1 -0.64 15-17 >727 240 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES WB 1.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:30 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-KGayrL6fEOELkL5JoZxfBY8Lhb9ENeO2jvaJ5yGwCp 66-8 11-10-4 17-2-0 19-0-8 25-3-8 31-6-8 39-6-8 4 -6- 6.6-8 5-3-12 53-12 1-10-8 6-3-0 6-3-0 8-0-0 -0- 10x1: 5x10 II 3x5 Scale = 1:76.7 14 13 12 10 4x6 II 5x8 = 5x8 =3x6 = 6x6 II 6-6-8 11 ^10-4 17^2-0 25 3^8 31-6^8 39.6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL1.15 TC 0.59 Vert(LL) -0.32 17-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.64 15-17 >727 240 MT20HS 148/108 BCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.17 10 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.27 17-18 >999 240 Weight: 231 Ib FT = 20 BCDL 10.0 November 22,2017 November LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc pudins, BOT CHORD 2x4 SPF No.2 `Except' except end verticals, and 2-0-0 oc purlins (2-11-12 max.): 1-2. 16-19: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. Except: WEBS 2x4 HF Stud *Except* 1 Row at midpt 4-15 1-19,8-10: 2x6 SPF 1650F 1.5E, 1-18: 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 3-15,5-13 13-15,5-15,5-13,6-12,8-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 19=1953/Mechanical, 10=2054/0-5-8 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; Max Horz 19=-335(LC 10) 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members Max Uplift 19=-555(LC 14), 10=-620(LC 15) City of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 1-19=-1851/596,1-2=-4724/1309, 2-3=-3800/1067, 3-4=-2893/906, 4-5=-2695/972, Wheat Ridge greater psf psf live loads. 5-6=-2939/1061,6-7=-3656/1221, 7-8=-3500/995,8-10=-1956/714 non -concurrent with other 5) Provide adequate drainage to water BOT CHORD 18-19=-87/407, 17-18=-1263/4627, 15-17=-829/3364, 4-15=-310/194, 12-13=-558/2558, : Z ; U i7 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10-12=-190/593 Building Division WEBS 1-18=-1297/4658, 2-18=-1453/508, 2-17=-1367/469, 3-17=-123/663, 3-15=-1367/494, 9) Refer to girder(s) for truss to truss connections. 13-15=-409/2117, 5-15=-501/1714, 5-13=-534/880, 6-13=-1020/592, 6-12=-479/941, 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) .... 7-12=-1017/558, 8-12=-672/2691 ON 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) gable end zone and C -C Extedor(2) 0-2-12 to 4-2-3, Interior(1) 4-2-3 to 19-0-8, Exterior(2) 19-0-8 to 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 loo Llr; 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs lJ� .......F� cI greater psf psf live loads. ��.0 SOON •• non -concurrent with other 5) Provide adequate drainage to water �0 Q•• 2 prevent ponding. 6) All plates are MT20 plates unless otherwise indicated. : Z ; U i7 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PE -44018 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. ' •\ ��CS, 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) .... 19=555,10=620. ON 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 22,2017 November ,& 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 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 WOW 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 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 735A CUSTOM TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, BOT CHORD 2x4 SPF No.2 *Except except end verticals, and 2-0-0 oc purlins (3-2-10 max.): 1-2. 17-20: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing. Except: 852374331 5295_PIERSON A9 Roof Special 1 1 REACTIONS. (Ib/size) 20=1957/Mechanical, 11=2058/0-5-811V C Max Horz 20=-305(LC 10) Max Uplift 20=-553(LC 14), 11=-618(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:32 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-GfhjFl8vmdU3_fFNrDcPkcd01 VGhiH7hV1 OhNzyGwCn 4-6-8 0-10-4 17-2-0 19-0-8 25-3-8 31�-8 39-6-8 4P. -6- -to - _0_; 6-3-12 6-3-12 1-10-8 6-3-0 6-3-0 8-0-0 -0- 6.00 12 3x5 11 6 10x10 MT20HS II 5x10 = 3x4 = 15 14 13 11 5x6 4x12 = 5x8 =3x6 = 6x6 4i 6-8 1 10-10-4 17-2-0 25-308 31-6^8 39-6^8 Scale = 178.5 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 1 0.0 1 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20127TPI2007 CSI. TC 0.91 BC 0.83 WB 1.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.28 18-19 >999 360 Vert(TL) -0.59 16-18 >794 240 Horz(TL) 0.17 11 n/a n/a Wind(LL) 0.24 18-19 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 229 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, BOT CHORD 2x4 SPF No.2 *Except except end verticals, and 2-0-0 oc purlins (3-2-10 max.): 1-2. 17-20: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing. Except: WEBS 2x4 HF Stud *Except* 1 Row at midpt 5-16 1-19: 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-16,6-14 4-16,14-16,6-16,6-14,7-13,9-13: 2x4 SPF No.2 9-11: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 20=1957/Mechanical, 11=2058/0-5-811V C Max Horz 20=-305(LC 10) Max Uplift 20=-553(LC 14), 11=-618(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. Wheat Ridge TOP CHORD 1-20=-1864/566, 1-2=-4512/1243, 2-4=-3679/1018, 4-5=-2763/874, 5-6=-2556/951, 6-7=-2948/1057,7-8=-3666/1217,8-9=-3510/990,9-11=-1960/7i4 Building Division BOT CHORD 19-20=-120/345, 18-19=-1282/4376,16-18=-858/3247, 5-16=-420/216,13-14=-557/2565, 11-13=-190/593 WEBS 1-19=-1291/4601,2-19=-1590/546,2-18=-1194/439, 4-18=-431476,4-16=-1375/510, 14-16=-375/1952, 6-16=-497/1564, 6-14=-556/1044, 7-14=-1021/593, 7-13=-479/942, 8-13=-1019/557, 9-13=-668/2700 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) gable end zone and C -C Extedor(2) 0-1-12 to 4-1-3, Interior(1) 4-1-3 to 19-0-8, Exterior(2) 19-0-8 to 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; 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 s�O 3) Unbalanced snow loads have been considered for this design. 4) This truss been designed for �� :•••'•SOON•e� 0 •e has greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs • 0 non -concurrent with other live loads. �UO 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. PE -44018 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.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. • •• �Ckr 9) Refer to girder(s) for truss to truss connections. 10) Provide truss to bearing 100 Ib 'CSC` •••••••.•' Ss�ONA mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=1b) 20=553,11=618. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 22.2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 tmsses and truss systems, see ANSI/TPI1 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 Hei his CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 2-6-8 7-3-12 7-3-12 B-1-8 6-3-0 8-0-0 Plate Offsets (X Y)-- [2:0-6-4,0-2-81, [8:0-2-9,0-4-41, f11:Edge 0-5-81 [13:0-1-8,0-1-121, 852374332 5295 PIERSON A10 GABLE 1 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.74 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 6.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:15 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-GNAHhDxFmPLTR2S6L8oQYOQYkeU?DbvBbumHlTyGwD2 2-6-8 9-10-4 17-2-0 19-0-8 25-3-8 31-6-8 39-6-8 4 -6- 2-6-8 7-3-12 7-3-12 1-10-8 6-3-0 6-3-0 8-0-0 -0- 500 II _ F 3x5 10x10 MT20HS II 4x6 = 48 = 15 5x10 = 5x8 II Scale = 1:78.5 i = 0 � 0 Ir ,� d 14 13 2x4 11 2x4 11 11 4x8 = 5x8 =3x6 = 6x6 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) 0-1-12 to 2-6-8, Interior(1) 2-6-8 to 19-0-8, Exterior(2) 19-0-8 to 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0 November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,4I1.7473 rev. 10/03/2015 BEFORE USE. eenee 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 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 2-6-8 9-10-4 17-2-0 25-3-8 31-6-8 39-6-8 2-6-8 7-3-12 7-3-12 B-1-8 6-3-0 8-0-0 Plate Offsets (X Y)-- [2:0-6-4,0-2-81, [8:0-2-9,0-4-41, f11:Edge 0-5-81 [13:0-1-8,0-1-121, [14:0-1-15 0-2-01 [19:0-3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.23 16-18 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(TL) -0.52 16-18 >909 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.19 16-18 >999 240 Weight: 236 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, BOT CHORD 2x4 SPF No.2 *Except* except end verticals, and 2-0-0 oc purlins (3-6-10 max.): 1-2. 17-20: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. Except: WEBS 2x4 SPF No.2 "Except" 1 Row at midpt 5-16 1-20,2-19,2-18,4-18,7-14,8-13: 2x4 HF Stud WEBS 1 Row at midpt 4-16,6-14 9-11: 2x6 SPF 1650F 1.5E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 20=1957/Mechanical, 11=2058/0-5-8 if11 rJf Max Horz 20=-274(LC 10) Max Uplift 20=-549(LC 14), 11=-615(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Ridge TOP CHORD 1-20=-1860/517, 1-2=-3928/1076, 2-4=-3521/956, 4-5=-2639/839, 5-6=-2436/934, 6-7=-2947/1052,7-8=-3666/1211,8-9=-3510/985,9-11=-1961/714 Ruilding BOT CHORD 19-20=-204/375, 18-19=-1150/3714, 16-18=-870/3079, 5-16=-541/278, 14-15=-42/318, DiViS10R 13-14=-556/2564,11-13=-189/593 WEBS 1 -19= -1128/4073,2 -19=-1766/598,2-18=-674/284,4-18=0/375,4-16=-1302/513, 14-16=-317/1702,6-16=-499/1436,6-14=-578/1195, 7-14=-1023/593, 7-13=-479/944, 8-13=-1020/556,9-13=-663/2701 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) 0-1-12 to 2-6-8, Interior(1) 2-6-8 to 19-0-8, Exterior(2) 19-0-8 to 22-11-15, Interior(1) 31-6-8 to 40-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0 November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,4I1.7473 rev. 10/03/2015 BEFORE USE. eenee 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 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 735A CUSTOM 852374332 5295_PIERSON A10 GABLE 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:15 2017 Page 2 ID:sQzuO3Gcorn6mVKuzEhDSxzUSFC-GNAHhDxFmPLTR2S6L8oQYDQYkeU?DbvBbumHlTyGwD2 NOTES - 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. city of Wheat Ridge Bliiidirtg Divisir)n 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 a truss system. Before use, the building designer must verity 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 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 735A CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 852374333 5295_PIERSON All Roof Special 1 1 -0.22 11-13 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.68 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:16 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-kajguZxtXjTK3C 1 IvsJf4Ezha2sLy36LgYWrgvyGwD1 1-6-8 9-4-4 17-2-0 19-0-8 25-6-1 31-11-10 38-6- -6- 1-6-8 7-9-12 7-9-12 1-10-8 6-5-9 6-5-9 6-6-14 -0- 6x6 II 3x4 Scale = 1:71.1 1V o 'r _ 4x8 = 14 4x8 = 6x10 1Ox12 MT20HS 4x6 — 3x4 3x6 = 5x6 6x10 = 3x4 = 1-6-8 9-4-417-2-0 22-9-15 30-7-9 38-6-8 1-6 8 7-9-12 7-9-12 5-7-15 7-9-10 7-10-15 Plate Offsets (X,Y)-- [2:0-6-0,0-2-8], [8:0-4-0,0-4-8], [9:0-0-5,0-0-10], [9:0-3-8,Edge], [9:0-0-10,0-5-151, [13:0-1-6,0-1-8], [15:0-4-0,0-3-0], [18:0-1-12,0-1-12], [19:0-0-0,0-1-12), [19:Edge 0-3-81 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 0.80 Vert(LL) -0.22 11-13 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.48 15-17 >963 240 MT20HS 139/108 TCDL 1 0.0 1 Rep Stress Incr YES WB 0.94 Horz(TL) 0.18 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.15 15-17 >999 240 Weight: 212 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc puriins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals, and 2-0-0 oc pudins (4-0-3 max.): 1-2. 5-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. Except: WEBS 2x4 HF Stud *Except* 1 Row at micipt 5-15 1-18,2-17,4-15,6-15,6-13,7-11: 2x4 SPF No.2 WEBS 1 Row at midpt 4-15 WEDGE Litt/ of Right: 2x4 HF Stud REACTIONS. (Ib/size) 19=1907/Mechanical, 9=2008/0-5-8 Wheat Max Horz 19=-291(LC 15) Ridge Max Uplift 19=-537(LC 14), 9=-592(LC 15) Max Grav 19=1959(LC 33), 9=2008(LC 1) BUdding Division FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1887/482, 1-2=-3212/846, 2-4=-3358/892, 4-5=-2472/797, 5-6=-2334/925, 6-7=-2505/888, 7-8=-3160/1001, 8-9=-3351/928 BOT CHORD 18-19=-215/320,17-18=-927/2922, 15-17=-854/2889, 5-15=-675/347, 13-14=-111/309, 11-13=-476/2394,9-11=-683/2834 WEBS 1-18=-951/3591, 2-18=-1904/630, 4-17=0/350, 4-15=-1252/509, 13-15=-205/1556, 6-15=-566/1451, 6-13=-423/889, 7-13=-866/514, 7-11=-270/552, 8-11=-294/339 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) gable end zone and C -C Exterior(2) 0-1-12 to 1-6-8, Interior(1) 1-6-8 to 19-0-8, Exterior(2) 19-0-8 to 22-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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.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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 19=537,9=592. 11) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. gP,',�ND0 L1CF� November 22,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -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 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, DS1349 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 735A CUSTOM I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374334 5295 PIERSON Al2 GABLE 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:19 2017 Page 1 I D: sQzuO3Gcom6m VKuzEhD5xzUS FC-99PoXa_mgervwflta_tMisbMvF t g9ccn WWkVREyGwD_ 19-0-8 38-6-8 9-6- 19-0-8 19-6-0 -0-6 5x6 = 17 18 Scale = 1:66.4 4x6 11 06 = 82 51 60 59 58 57 56 55 54 53 52 51 5049 48 47 46 45 4443 42 41 40 39 38 37 36 35 34 4x8 = 48 = rd 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 0.15 Vert(LL) 0.00 32 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 32 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 32 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 308 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEBS 1 Row at midpt 17-48, 16-49, 15-50, 18-47, 19-46 SLIDER Left 2x4 SPF No.2 1-6-1 REACTIONS. All bearings 38-6-8. (lb) - Max Horz 1=-274(LC 15) f thy Oi Max Uplift All uplift 1001b or less at joint(s) 1, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 32 except 62=-199(LC 14), 34=-122(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 1, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, heat Ridge 47, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 32 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-377/129, 3-4=-267/126, 11-12=-90/294, 12-13=-108/343, 13-14=-125/393, 14-15=-144/447, 15-16=-162/498, 16-17=-162/497, 17-18=-162/495, 18-19=-162/497, 19-20=-144/446, 20-21=-125/392, 21-22=-108/342, 22-23=-90/292 BOT CHORD 1-62=-75/259, 61-62=-75/259, 60-61=-75/259, 59-60=-75/259, 58-59=-75/259, 57-58=-75/259, 56-57=-75/259, 55-56=-75/259, 54-55=-75/259, 53-54=-75/259, 52-53=-75/259, 50-52=-75/259, 49-50=-75/259, 48-49=-75/259, 47-48=-75/259, 46-47=-75/259, 44-46=-75/259, 43-44=-75/259, 42-43=-75/259, 41-42=-75/259, 40-41=-75/259, 39-40=-75/259, 38-39=-75/259, 37-38=-75/259, 36-37=-75/259, 35-36=-75/259, 34-35=-75/259, 32-34=-75/259 WEBS 3-62=-121/252 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) gable end zone and C -C Comer(3) 0-0-0 to 3-10-4, Exterior(2) 3-10-4 to 19-0-8, Comer(3) 19-0-8 to 23-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 Suiidirig Division q,00 crcFi� '• SOo�; .`SFO PE -44018 November 22,2017 o,11 ,Xuea on page 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �M a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 oftrusses 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, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 • Job Truss Truss Type Qty Ply =CUSTOM852374334 5295PIERSON Al2 GABLE 1 1nal) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:19 2017 Page 2 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-99PoXa_mgervwflta_tMisbMvF1g9ccnWVVkVREyGwD_ NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 49, 50, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 46, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 32 except 0=1b) 62=199, 34=122. city of Wheat Ridge wilding Division AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hU1-7473 rev. 10/0312015 BEFORE USE. eenee 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 R A'Tel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY� 1 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN 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 log Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except BOT CHORD 2x6 SPF No.2 2-0-0 oc purlins (4-11-14 max.): 3-5. R52374335 5295_PIERSON C1 Hip Girder 1 REACTIONS. (Ib/size) 7=2239/Mechanical, 2=2195/0-3-8 Max Horz 2=65(LC 14) Max Uplift 7=-895(LC 7), 2=-921(LC 6) city aajr Max Grav 7=2277(LC 29), 2=2291 (LC 29) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:33 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-krF5TN9YXxcwbpgZPw7eHpAbyveaRw6rkh7EwQyGwCm i� 6-0-0 8-9-0 11-6-0 16-5-0 1-0-0 6-0-0 2-9-0 2.9-0 5-0-0 5x8 = 2x4 11 5x6 = Scale = 1:29.2 5x6 = 3x9 II 3x9 = 4x6 = 2x4 II 5x8 11 16 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.82 BC 0.73 WB 0.25 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.11 10 >999 360 Vert(TL) -0.19 10 >999 240 Horz(TL) 0.04 7 n/a n/a Wind(LL) 0.10 10 >999 240 PLATES GRIP MT20 185/144 Weight: 134 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except BOT CHORD 2x6 SPF No.2 2-0-0 oc purlins (4-11-14 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 HF Stud 2-6-6 REACTIONS. (Ib/size) 7=2239/Mechanical, 2=2195/0-3-8 Max Horz 2=65(LC 14) Max Uplift 7=-895(LC 7), 2=-921(LC 6) city aajr Max Grav 7=2277(LC 29), 2=2291 (LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ,!wheat Ridge TOP CHORD 2-3=-5200/2082, 3-4=-5103/2096, 4-5=-5103/2096, 5-7=4656/1883 BOT CHORD 2-11=-1909/4786, 10-11=-1883/4711, 8-10=-1626/4167, 7-8=-1647/4222 WEBS 3-11=-403/1145, 3-10=-305/657, 4-10=-442/142, 5-10=-509/1320, 5-8=-3161876 3uilding Division NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 Pp 0 CICF 5) Unbalanced snow loads have been considered for this design. Q 0 •�•�•/L 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 �� •••�SOOZ •• non -concurrent with other live loads. • �Oe. 7) Provide adequate drainage to prevent water ponding. 2 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 PE -44018 will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �0, • • �� 7=895,2=921. FS ••••••• 12) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. c5'�0 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1035 Ib down and 477 Ib up at 6-0-0, 318 Ib down and 140 Ib up at 8-0-12, and 318 Ib down and 140 Ib up at 9-5-4, and 1035 Ib down and 477 Ib up at 11-5-4 on November 22,2017 bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard A& WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 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 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 735A CUSTOM 852374335 5295 PIERSON C1 Hip Girder 1 n L Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:33 2017 Page 2 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-krF5TN9YXxcwbpgZPw7eHpAbyveaRw6rkh7EwQyGwCm LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-7=-20 Concentrated Loads (lb) Vert: 11= -1035(B)8= -1035(B)14= -318(B)15=-318(8) Cov "'- heat `Wages 13ijildirr ,& 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 �4 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/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 735A CUSTOM CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 852374336 5295-PIERSON C2 Hip 1 1 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.04 7-8 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.60022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:34 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-C1 pTgj9AlFknDzPmyeetpljtsl5EAOb-zLtoSsyGwCI -1-0-03-0-0 8-0-0 i 9-6-0 16-6-0 1-0-0 3-0-0 5-0-0 1-6-0 7-0-0 5x8 0 802 = 17 Scale = 1:29.9 3x4 = 2x4 II 2x4 II 3x4 = 3x6 II 2X4 \\ Plate Offsets (X,Y)- 13:0-5-6,0-0-151 14:0-5-0 Edgel [5:0-6-0,0-3-81, [7:Edge 0-0-01 [11:0-7-0,0-4-81 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 0.36 Vert(LL) -0.02 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.04 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.01 7-8 >999 240 Weight: 74 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 *Except' 2-0-0 oc purlins (6-0-0 max.): 4-5. 3-12,4-10: 2x4 HF Stud, 3-11: 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud 6-0-0 oc bracing: 9-10. SLIDER Right 2x4 HF Stud 3-5-10 REACTIONS. All bearings 0-5-8 except Qt=length) 7=Mechanical, 3=0-3-8, 11=0-3-8. (lb) - Max Horz 2=82(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 7=-211(LC 15), 2=-121(LC 10), 3=-184(LC 14), 11=-228(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 8 except 7=541(LC 33), 2=268(LC 33), 3=562(LC 33), 11=834(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-583/296 BOT CHORD 4-11=-262/130, 8-9=-129/309, 7-8=-177/435 WEBS 9-11=-175/450, 5-11=-487/266, 5-9=-350/149 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-0-0, Extedor(2) 8-0-0 to 9-6-0, Interior(1) 13-8-15 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 �O�PQ Q �IGF�s non -concurrent with other live loads. •��•�• 5) Provide adequate drainage to prevent water ponding. VO .••• SOON e. f0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; O e• 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 TO 02 will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. (Y ) g p p 9 p ) O p G -) . PE -44018 e 9 Provide mechanical connection b others of truss to bearing late ca able of withstanding 100 Ib uplift at joints 8 except t -Ib e e 7=211, 2=121,3=184, 11=228.• e Q -O e 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 22,2017 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 735A CUSTOM TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 6-8 >999 360 852374337 5295_PIERSON C3 Roof Special 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 6 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:35 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-hE Nru2Ao3Yser6zyWL96MEF3liSivr?8B?cL_IyGwCk 1-0-0 3-0-0 5-0-0 ' 0-9-0 7-9-0 6x10 = 2x4 I 4 Scale = 1:28.5 3x4 = 2x4 II 2x4 II b 6x6 3x5 = 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 0.29 Vert(LL) -0.02 6-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.04 6-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.02 6-8 >999 240 Weight: 73 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-11,4-9: 2x4 HF Stud, 3-10: 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud SLIDER Right 2x4 HF Stud 3-4-4 REACTIONS. All bearings 0-5-8 except (jt=length) 6=Mechanical, 3=0-3-8, 10=0-3-8. (lb) - Max Horz 2=88(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 6=-132(LC 15), 2=-119(LC 10), 3=-177(LC 14), 10=-167(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2 except 6=316(LC 22), 3=431(LC 21), 8=293(LC 22), 10=580(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 4-10=-231/397 WEBS 8-10=-75/270, 5-10=-755/367, 5-8=-278/137 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-9-0, Exterior(2) 8-9-0 to 11-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 8 except (jt=1b) 6=132, 2=119, 3=177, 10=167. ��:��•• BooN'sFo :QUO U2: PE -44018 i November 22,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Height*. CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852374338 5295_PIERSON D1 Roof Special Structural Gable 1 1 WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:37 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-dCVr-JkC2bA6M4Q7Kem CaRfLL4W4pNjOQfJ5S3ByGwC i i11-0-0 4-6-5 9-0-0 12-0-0 18-0-0 11-0-0 1-0-0 4-6-5 4-5-11 3-0-0 6-0-0 T. I 4x8 \\ 3x4 \\ 10.00 12 46 = 3x4 = - 8 3x9 II 13 12 11 10 3x4 = Scale = 1:41.1 LOADING (psf) TCLL 30.0 (Roof Snow=3 0 ) BCDL 1 1 0.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.55 BC 0.45 WB 0.32 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.10 8-9 >999 360 -0.26 8-9 >527 240 0.01 8 n/a n/a 0.02 8-9 >999 240 PLATES GRIP MT20 197/144 Weight: 105 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 �110 REACTIONS. All bearings 6-5-8 except Qt=length) 8=0-5-8. (lb) - Max Horz 2=277(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 12, 13 except 2=-183(LC 10), 10=-397(LC 14), 8=-191(LC 15) Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 13 except 2=288(LC 33),7/�di �ltrs%Ur 10=900(LC 1), 10=900(LC 1), 8=707(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-166/304, 4-5=-515/239, 5-6=-763/420, 6-8=-740/446 BOT CHORD 9-10=-17/391, 8-9=-8/319 WEBS 3-10=-494/298, 4-10=-817/221, 5-8=-284/352 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 ANSI1TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 13 except Qt=1b) 2=183, 10=397, 8=191. November 22,2017 WARNING - Vert/y 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 ANSI/TPN 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 735A CUSTOM Plate Offsets (X Y)-- [3:0-6-0,0-3-01, f6:0-0-11,0-0-141, [6:0-1-7,0-6-11, [8:0-3-8,0-5-01 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. LOADING (psf) SPACING- 2-0-0 852374339 5295_PIERSON D2 Roof Special Girder 1 3 TC 0.70 Vert(LL) -0.15 8-9 >999 360 MT20 174/144 (Roof Snow=30.0)Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:39 2017 Page 1 I D: sQzuO3Gcom6mVKuzEhD5xzUSFC-Z?cMjQD17nN3JkHjIBE2 W4QfFJkvrTEj6daZ73yGwCg 5-3-1 3-8-15 3-0-0 2-11-2 3-0-14 5x8 11 412 % .— 19 3x9 II 8x8 = 1204 = Scale= 1:36.5 05 18-0-0 r 39-801 30-0 6-0-051 Plate Offsets (X Y)-- [3:0-6-0,0-3-01, f6:0-0-11,0-0-141, [6:0-1-7,0-6-11, [8:0-3-8,0-5-01 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 0.70 Vert(LL) -0.15 8-9 >999 360 MT20 174/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.54 Vert(TL) -0.30 8-9 >713 240 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 0.91 Horz(TL) 0.05 6 n/a n/a 1=2471,6=2965. BCLL 0.0 Code IRC2012rrP12007 Matrix -S Wind(LL) 0.13 8-9 >999 240 Weight: 342 Ib FT = 20% BCDL 10.0 down and 558 Ib up at 16-0-12, and 1901 Ib down and 552 Ib up at 17-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. November 22,2017 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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' 4-7:2x4 SPF No.2 WEDGE Right: 2x6 SPF 1650F 1.5E alt Y of REACTIONS. (Ib/size) 1=8450/0-5-8, 6=10366/0-5-8 /l/ "'Mea, h� Max Horz 1=233(LC 34) Max Uplift 1=-2471(LC 10), 6=-2965(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DlY;SICr7 TOP CHORD 1-2=-19251/5587, 2-3=-13798/4018, 3-4=-9121/2678, 4-5=-9192/2736, 5-6=-9274/2691 BOT CHORD 1-9=-5341/18064, 8-9=-5341/18064, 7-8=-3880/13328, 6-7=-1784/6289 WEBS 2-9=-1158/4263, 2-8=-5537/1701, 3-8=-1333/4580, 3-7=-8862/2705, 4-7=-3273/11143, 5-7=-438/1169 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 0-7-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber ND 0 UC DOL=1.33 plate grip DOL=1.33 ��eee��F/jjs 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 ; SOO •e f 5) Unbalanced snow loads have been considered for this design. V �0 0% � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r %i 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 ; U C,� ; will fit between the bottom chord and any other members. P E 44018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) '� 1=2471,6=2965. �� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 Ib down and 558 Ib up at lb down 558 at 4-0-12, 1895 58 lb up at 2, 1895 lb down and 558 lb up at l 95 ��: FScS/Q P �� 895 Ib down and1558 bnupnat512-0-12, 189501b1down and 558 Ib up at 14-0-12, and 1895 Ib b downland5558 b up at10-OIb2 �� down and 558 Ib up at 16-0-12, and 1901 Ib down and 552 Ib up at 17-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. November 22,2017 ,& 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 MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �x 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 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 hls CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 852374339 5295 PIERSON D2 Roof Special Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:39 2017 Page 2 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-Z?cMjQ D17nN3JkHjIBE2 W4QfFJkvrTEj6daZ73yGwCg LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-6=-80, 1-6=-20 Concentrated Loads (lb) Vert: 7= -1895(6)12= -1895(B)13= -1895(B)14= -1895(B)15= -1895(B)16= -1895(B)17= -1895(8)18= -1895(B)19= -1901(B) ,& WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml -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. Forgeneral 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 log Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for LOADING (psf) SPACING- 2-0-0 CSI. DEFL, 852374340 5295_PIERSON E1 Scissor Supported Gable 1 1 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 17 n/r Job Reference (optional) Alpine Lumber Co., Commerce City.CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:40 2017 Page 1 to sQzu03Gcom6mVKuzEhD5xzUSFC-1 BAkxmExt5VwxusvJuIH31zzUjCOa8CtLHK6"GwCf 1 -1-0-08-6-0 17-0-0 1-0-0 8-6-0 8-6-0 Scale= 1:31.2 4x6 = 3.6 11 28 18 3x6 11 Plate Offsets KY)— 12:0-1-15,0-0-21 116:0-1-15,0-0-21 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) gable end zone and C -C Comer(3) -1-0-0 to 1-10-0, Exterior(2) 1-10-0 to 8-6-0, Comer(3) 8-6-0 to 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for 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 0.09 Vert(LL) 0.00 17 n/r 120 MT20 197/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 16 n/r 120 G)11) TCDL 10.0 1 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 68 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 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-8-15, Right 2x4 SPF No.2 1-8-15 REACTIONS. All bearings 17-0-0. (lb) - Max Horz 2=124(LC 14) � Max Uplift All uplift 100 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 22, 21, 20, 19 except 28=-127(LC 14), 18=-107(LC 15); Max Grav All reactions 250 Ib or less at joint(s) 2, 23, 16, 24, 25, 26, 27, 28, 22, 21, 20, 19, 18 -+F:;, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-86/263, 9-10=-86/261 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) gable end zone and C -C Comer(3) -1-0-0 to 1-10-0, Exterior(2) 1-10-0 to 8-6-0, Comer(3) 8-6-0 to 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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. O 0� 7) Gable requires continuous bottom chord bearing. �NU 6 8) Gable studs spaced at 1-4-0 oc.SOON•.9) *as< This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 'This O 10) 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. G)11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 16, 24, 25, 26, PE -44018 1012) 27, 22, 21, 20, 19 except Qt=1b) 28=127, 18=107. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 23, 24, 25, 26, 27, 28, 22, 21, 20, 19, 18. ��)_ *:4 0 November 22,2017 AWARN/NG - 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 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 735A CUSTOM Plate Offsets (X Y)-- [2:0-4-0,0-4-121, [4:0-4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. 852374341 5295_PIERSON E2 Scissor Girder 1 3 Vert(LL) -0.20 6-7 >989 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.40 6-7 >501 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:42 2017 Page 1 ID: sQzuO3Gcorn6mVKuzEhD5xzUSFC-zalVMSGBPileAB01QJnl8j2DKXjO2gLAobpDkOyGwCd 5-1-7 8-6-0 11-10-9 17-0-0 5-1-7 3-4-9 3-4-9 5-1-7 Scale = 1:28.9 6x10 I0, yZ0 NOTES - 5-1-7 8-6-011-10-9 17-0-0 5-1-7 3--9 4 3-4-9 5-1-7 Plate Offsets (X Y)-- [2:0-4-0,0-4-121, [4:0-4-0,0-4-121 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 0.46 Vert(LL) -0.20 6-7 >989 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.40 6-7 >501 240 PD 0 O TCDL 10.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.28 5 n/a n/a : 02 BCLL 0.0 ' Code IRC2012/TP12007 Matrix -S Wnd(LL) 0.17 6-7 >999 240 Weight: 322 Ib FT = 20% BCDL 10.0 capacity of bearing surface. 11) Provide truss to bearing 1001b e mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except (jt=lb)�� 'CFS LUMBER- ... '• \ BRACING - TOP CHORD 2x8 SPF 1950F 1.7E 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 OF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-7:2x4 SPF 1650F 1.5E PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED REACTIONS. (Ib/size) 1=9421/0-5-8, 5=9532/0-5-8 FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Max Horz 1=-115(LC 15) LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Max Uplift 1=-2732(LC 10), 5=-2763(LC 11) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-24201/7023, 2-3=-20263/5857, 3-4=-20247/5871, 4-5=-25068/7175 BOT CHORD 1-8=-6409/21943, 7-8=-6423/21965, 6-7=-6549/23120, 5-6=-6438/22755 WEBS 3 -7= -4740/16420,4 -7=-3444/1157,4-6=-1226/4406,2-7=-2684/922,2-8=-1056/3785 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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 0-4-0 oc, member 2-8 2x4 - 2 rows staggered at 0-4-0 oc. 4) 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. 5) 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) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber PD 0 O DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 �Q` •�...�� F/jj Q�•e•' s�CO psf so oO e• V O 7) Unbalanced snow loads have been considered for this design. : 02 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O 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 ; U a) ; will fit between the bottom chord and any other members. PE -44018 10) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0. capacity of bearing surface. 11) Provide truss to bearing 1001b e mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except (jt=lb)�� 'CFS 1=2732,5=2763. ... '• \ 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1953 Ib down and 557 Ib up at cS'/0 1-9-4, 1890 Ib down and 559 Ib up at 3-0-12, 1887 Ib down and 564 Ib up at 5-0-12, 1887 Ib down and 568 Ib up at 7-0-12, 1937 Ib down and 579 lb up at 9-0-12, 1933 Ib down and 575 Ib up at 9-11-4, 1937 lb down and 573 Ib up at 11-11-4, and 1937 Ib down Nrnlamhar ?? 7()17 and 569 ib up al i3 -ii -4, arid 1939 N uuvni and ddt ib up dl i4 -i I-4 urr uurtum UIum. I rre dusigniseieutivo ul SuG" GUIIIICGIIVII C W IN991% McNy2design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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/TPI1 Quality Criteria, DSB-69 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 735A CUSTOM R52374341 5295_PIERSON E2 Scissor Girder 1 q J Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:42 2017 Page 2 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-zalVMSGB PileAB01QJnl8j2DKXjO2gLAobpDkOyGwCd 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, 1-7=-20, 5-7=-20 Concentrated Loads (lb) Vert: 6=-1937(F) 8= -1887(F)9= -1953(F) 10=-1890(F) 11=-1887(F) 12=-1937(F) 13=-1933(F) 14=-1937(F) 15=-1939(F) l�ty ,& WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W1-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 (T@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 lei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM GRIP 185/144 FT=20% LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - 852374342 5295_PIERSON G1 Half Hip Girder 1 2 Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 0 LICE 5) Unbalanced snow loads have been considered for this design. Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0-0 4-0-0 5x6 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:43 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-SmstZoGpAOtVoLbU 11_gwbRkxBtnQbJIFYmGryGwCc 7-4-4 11-0-0 3-4-4 3-7-12 Scale = 1:19.8 3x12 11 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) BCDL 1 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.29 BC 0.22 WB 0.31 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.03 8-9 >999 360 -0.05 8-9 >999 240 0.01 7 n/a n/a 0.02 8-9 >999 240 PLATES MT20 Weight: 103 lb GRIP 185/144 FT=20% LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 0 LICE 5) Unbalanced snow loads have been considered for this design. except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 HF Stud non -concurrent with other live loads. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �O SLIDER Left 2x6 SPF 165OF 1.5E 2-0-11 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 P E 44018 will fit between the bottom chord and any other members. REACTIONS. (Ib/size) 7=1152/Mechanical, 2=1101/0-5-6 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=510, 2=516. < ��. Fs •..• �N 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Max Horz 2=123(LC 9) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 506 Ib down and 297 Ib up at 4-0-0, 192 Ib down and 102 Ib up at 6-0-12, and 192 Ib down and 102 Ib up at 8-0-12, and 199 Ib down and 104 Ib up at 10-0-12 November 22,2017 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Max 25), Max Grrat v7=1266(C 2= 1 141(LC)26) FORCES. Ib -Max. Comp./Max. Ten. -All forces 250 Ib or less except when shown. TOP CHORD 2-4=-1715/766, 4-5=-1537/666, 5-6=-1537/666, 6-7=-1023/431 BOT CHORD 2-9=-703/1503, 8-9=-690/1471 WEBS 4-9=-203/501, 5-8=-435/188, 6-8=-684/1653 NOTES - 1) 2 -ply truss to be connected together with IOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 0 LICE 5) Unbalanced snow loads have been considered for this design. �p,0 tJ ��••�•� /L tS 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs �,SOON •. non -concurrent with other live loads. .00O •. 02 7) Provide adequate drainage to prevent water ponding. �O 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. () O 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 P E 44018 will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. � 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=510, 2=516. < ��. Fs •..• �N 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. S�0 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 506 Ib down and 297 Ib up at 4-0-0, 192 Ib down and 102 Ib up at 6-0-12, and 192 Ib down and 102 Ib up at 8-0-12, and 199 Ib down and 104 Ib up at 10-0-12 November 22,2017 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LO D CASES) Standard 1►WARNIN - Verily 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 �k a truss system. Before use, the building designer must verify the applicabildy of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R A iTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 735A CUSTOM R52374342 5295_PIERSON G1 Half Hip Girder 1 2 Job Reference (optionall Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 2-7=-20 Concentrated Loads (lb) Vert: 9=-506(B) 11=-192(B) 12=-192(B) 13=-199(B) 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:43 2017 Page 2 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-SmstZoGpAOtVoLbU_1 I_gwbRkxBtnQbJ1 FYmGryGwCc ?"tm,"IhW DI!/SJQJ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTekn 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 log Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. 852374343 5295_PIERSON G2 Half Hip 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:44 2017 Page 1 ID: sQzuO3Gcom6mVKuzEhD5xzUSFC-wzQFn7HRxJ?MQ VAhYkgDD77VrKVzWrsSGvl KoHyGwCb 1 -1-0 0 6-0-0 F 11-0-0 1-0-0 6-0-0 5-0-0 Scale= 1:20.0 5x8 = 3x12 11 3x5 = Plate Offsets (X Y)-- 12:0-9-5 Edgel, 14:0-4-0 0-2-31 15:Edge 0-3-81 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 0.71 Vert(LL) -0.02 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.05 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Wind(LL) 0.02 2-7 >999 240 Weight: 46 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x8 SPF 195OF 1.7E 3-1-15 REACTIONS. (Ib/size) 6=539/Mechanical, 2=626/0-5-8 Max Horz 2=170(LC 13) Max Uplift 6=-204(LC 10), 2=-260(LC 10) Max Grav 6=586(LC 29), 2=745(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-816/278, 5-6=-279/136 BOT CHORD 2-7=-393/596, 6-7=-396/590 WEBS 4-6=-660/380 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 9-2-11 oc bracing. 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 10-2-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=204, 2=260. 10) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. SPD 0 November 22,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 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. 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 ANSVTPit 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 735A CUSTOM CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 852374344 5295 PIERSON G3 Monopilch 7 1 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:45 2017 Page 1 I D: sQzuO3Gcom6mVKuzEhD5xzUSFC-09_d_Tl3id7D 1 fkt6S LSmLgpKkvwFOycVZ1 tLjyGwCa -1-0-0 2-6-0 1-0-0 2-6-0 3xg 11 2x4 11 Scale = 1:12.5 Plate Offsets (X Y)-- f2:0-7-5,0-0-41 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 0.15 Vert(LL) -0.00 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a SCLL 0.0 ' Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 .- 240 Weight: 13 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 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. SLIDER Left 2x8 SPF 195OF 1.7E 1-8-11 REACTIONS. (Ib/size) 5=101/Mechanical, 2=215/0-5-8 Max Horz 2=89(LC 11) Max Uplift 5=-49(LC 11), 2=-115(LC 10) Max Grav 5=105(LC 21),2=216(LC 21) 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 24-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 2=115. rte.'►I g,% I 1 November 22,2017 ,& WARNING -Verify 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 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 ANSVTPIt 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 735A CUSTOM 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 SPF No.2 852374345 5295_PIERSON Ht Common Supported Gable 1 1 / Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 18, 19, 16, 15 except 20=-124(LC 14), 14=-114(LC 15) �7 Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:46 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-sLX?BpJhTxF4fpJ3f9sh IYD?_8FJ_rVNjDnQtAyGwCZ -1-0-0 6-3-0 12-6-0 13-6-0 1 1-0-0 6-3-0 6-3-0 1-0-0 4x6 = Scale = 1:24.8 3x5 II 20 19 18 17 16 15 14 3x5 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 11 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.09 BC 0.04 WB 0.04 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) 0.00 12 n/r 120 Vert(TL) 0.00 12 n/r 120 Horz(TL) 0.00 12 n/a n/a PLATES GRIP MT20 197/144 Weight: 54 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 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-2, Right 2x4 SPF No.2 1-7-2 REACTIONS. All bearings 12-6-0. (lb) - Max Horz 2=95(LC 18) / Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 18, 19, 16, 15 except 20=-124(LC 14), 14=-114(LC 15) �7 Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. atn J li V 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) gable end zone and C -C Comer(3) -1-0-0 to 2-3-0, Exterior(2) 2-3-0 to 6-3-0, Corner(3) 6-3-0 to 9-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 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 P00 LIC 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 Ib uplift at joint(s) 2, 12, 18, 19, 16, �•' SOO ••• f *N 15 except (jt=1b) 20=124, 14=114. O �: S O 02 PE -44018 �0 SS�ON November 22,2017 ,A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 ANSVTPII Quality Criteria, DSB-69 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 hls CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374346 5295 PIERSON H2 Common 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.08 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 6-3-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:47 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-KX5OP9JKEENxHyuFDtNwrml4hYXNjH3vytW PcyGwCY 4x8 = 6-3-0 1-0-0 Scale: 1/2"=1' 4x6 11 2x4 11 4x6 11 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 0.48 Vert(LL) -0.04 6-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.08 6-8 >999 240 2=215, 6=215. TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012frP12007 Matrix -R Wnd(LL) 0.03 2-8 >999 240 Weight: 49 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 3-5-11, Right 2x6 SPF 1650F 1.5E 3-5-11 REACTIONS. (Ib/size) 2=705/0-5-8, 6=705/0-5-8 Max Horz 2=95(LC 14) Max Uplift 2=-215(LC 14), 6=-215(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-812/301, 4-6=-812/301 BOT CHORD 2-8=-123/626, 6-8=-123/626 WEBS 4-8=0/260 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. 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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=1b) �Q`��••••••�F/jjcS' 2=215, 6=215. �� •e S007y'•# �O 0� ! VOO PE -44018 FSs�ON November 22,2017 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 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 pare meters and pro pedy 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374347 5295_PIERSON 11 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:48 2017 Page 1 I D: s QzuO3Gcorn6m VKuzE hD5xzU S FC-okfm cVKy?YVou6TS na u9 Nzl J iywTSj i2 BXGXy2yGwCX 1-1-0-0 6-0-0 12-0-0 1� 3-0-0 1-0-0 6-0-0 6-0-0 4x6 = 24 23 22 21 20 19 16 17 16 15 14 3x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4 11 2x4 11 to Scale = 1:39.9 ;I0' 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) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) 0.00 12 n/r 120 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R PE -44018 ' o ```��1V /�FSSION Weight: 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-0-0. (lb) - Max Horz 24=275(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 20, 22, 18, 16 except 24=-273(LC 8), 14=-192(LC 9), 21=-117(LC 12), 23=-299(LC 9), 17=-118(LC 13), 15=-255(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16, 15 except 24=341 (LC 21), 14=274(LC 20), 23=301 (LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-210/258, 7-8=-210/258 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) gable end zone and C -C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Corner(3) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 0 LIFE 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. (�P •• ••ee••• /v s�O psf 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 �Q� sooty •• fit between the bottom Q?•/•: will chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 22, 18, 16 except (jt=lb) 24=273, 14=192, 21=117, 23=299, 17=118, 15=255. PE -44018 ' o ```��1V /�FSSION of •00 November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101072015 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 ANSVTPI1l 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 735A CUSTOM I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374346 5295 PIERSON 12 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.25 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:49 2017 Page 1 ID:sQzuO3Gcom6m VKuzEhD5xzUSFC-GwD8grLamsdf WG2eLHPOwBrSJLEgBAEBPB?5UUyGwC W -1-0-0 1 3-1-12 6-0-0 8-10-4 12-0-0 13-0-0 1-0 3-1-12 2-10-4 2-10-4 3-1-12 ~ 0-0 4x6 = 10 3x6 = 8 3x9 = 3x6 = i_� Scale = 1:37.1 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 0.28 Vert(LL) -0.02 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.25 Vert(TL) -0.05 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012lrP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 62 Ib FT = 20% BCDL 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=677/0-5-8, 8=677/0-5-8 Max Horz 10=275(LC 11) Max Uplift 10=-187(LC 12), 8=-187(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/135, 3-4=-490/250, 4-5=-490/250, 5-6=-285/135, 2-10=-344/232, 6-8=-343/232 BOT CHORD 9-10=-128/473, 8-9=-40/381 WEBS 4-9=-164/391, 3-10=-422/113, 5-8=-422/113 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 8-11-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: 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) 10=187,8=187. �0�.•O SOON •ee < UO O� PE -44018 ON November 22,2017 ,& WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-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 MiT®kA 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 Infornatiun available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grp DOL 1.15 852374349 5295 PIERSON J1 Half Hip Girder 1 2 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.07 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:50 2017 Page 1 ID:sQzuO3Gcom6m VKuzEhD5xzUS FC-k6n W1 BMCX9l W8Qdqu?wdTONXJIYJwaeLegleOxyGwCV -1-0.0 6-0-0 11-0-0 1-0-0 6-0-0 5-0-0 Scale= 1:20.0 5x6 = 3x6 % 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grp DOL 1.15 TC 0.65 Vert(LL) -0.04 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.07 5-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 5-6 >999 240 Weight: 88 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 5=1806/Mechanical, 2=1248/0-5-8 Max Horz 2=150(LC 42) Max Uplift 5=-739(LC 6), 2=-544(LC 6) Max Grav 5=1857(LC 25), 2=1369(LC 26) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2637/1034, 3-4=-265/124, 4-5=-294/119 BOT CHORD 2-6=-952/2353, 5-6=-920/2260 WEBS 3-6=-510/1450, 3-5=-2292/949 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=739,2=544. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1026 Ib down and 474 Ib up at 6-0-0, and 313 Ib down and 138 Ib up at 8-0-12, and 555 Ib down and 234 Ib up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4�oO SOON o��O PE -44018 SS�ON November 22,2017 AWARNING - 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and 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 735A CUSTOM 852374349 5295_PIERSON J1 Half Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:50 2017 Page 2 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-k6nW1 BMCX91WBQdqu?wdTONXJIYJwaeLegleOxyGwCV LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (pit) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 6=-1026(F) 9=-313(F) 10=-555(F) A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 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 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 Hei his CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 852374350 5295-PIERSON J2 Half Hip 1 1 Lumber DOL 1.15 BC 0.38 Vert(TL) 0.17 2-7 >768 240 �� /jj s(t`O BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:56 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-ZG8n IEQz6?WfsL4-FG 11 ifdabAbMKJtD 1 mCyEayGwC P 1 -1-0-0 8-0-0 11-0-0 1-0-0 8-0-0 3-0-0 Scale =1:20.5 2.4 11 3x4 = 3x5 = Plate Offsets (X Y)- [2:0-2-9,0-2-01, [4:0-5-12,0-2-121 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; 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 0.60 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) 0.17 2-7 >768 240 �� /jj s(t`O BCDL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a 2 ; BCLL 0.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.04 2-7 >999 240 Weight: 48 Ib FT = 20 BCDL 10.0 00 ON November 22,2017 November LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E "Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-5:2x4 SPF No.2 except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-9-2 REACTIONS. (Ib/size) 6=526/Mechanical, 2=635/0-5-8 Max Horz 2=201 (LC 11) Max Uplift 6=-201 (LC 10), 2=-271 (LC 10) Max Grav 6=526(LC 1), 2=809(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -7F TOP CHORD 2-4=-711/189 BOT CHORD 2-7=-324/554, 6-7=-328/546 WEBS 4-7=0/265, 4-6=-812/399 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-0-0, Exterior(2) 8-0-0 to 10-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. POO (_ICc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� /jj s(t`O 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 �• S� ON •� will fit between the bottom chord and any other members. 00 01. 8) Refer to girder(s) for truss to truss connections. 2 ; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=201, 2=271. PE -44018 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • • • o 00 ON November 22,2017 November A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 �Y 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 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 735A CUSTOM PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 2-7 >999 360 852374351 5295_PIERSON J3 Half Hip 1 1 . BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:57 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-1 TiAVaRbtJeWUVfApzYGFtAneari3kpNFQx Wm 1 yGwCO 1-0-0 5-0-5 4-11-11 11-0-0 5x6 = 3x4 Scale = 1:24.4 4 10 5 �h ti.. %n 4x6 — 4x6 = Plate Offsets (X Y)-- f2:0-0-0 0-1-14j f2:0-3-5 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 TCDL 1 00 1 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.08 6-7 >999 240 . BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 45 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 8-10-8 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=526/Mechanical, 2=635/0-5-8 Max Horz 2=241 (LC 11) Max Uplift 6=-207(LC 10), 2=-265(LC 10) Max Grav 6=626(LC 30), 2=834(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/276, 3-4=-1182/389 BOT CHORD 2-7=-435/1036 WEBS 3-7=-489/268, 4-7=-354/1040, 4-6=-765/517 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-0-0, Exterior(2) 10-0-0 to 10-10-4 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. DO LiCt- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QIP •••�.•••• ' sF� VOA ; SOON •• will fit between the bottom chord and any other members. �O 8) Refer to girder(s) for truss to truss connections. Z 2 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=207, 2=265. PE -44018 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • ON N November 22,2017 November AWARNING - 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 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 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 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 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374352 5295_PIERSON J4 Monopitch 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.07 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:58 2017 Page 1 I D: sQzuO3Gcom6mVKuzEhD5xzUSFC-VfGYjwS Dedm N5fENMg4Vn4iux_AEo8R WU4h31TyGwCN 11-0-0 5-4-9 11-0-0 1-0-0 5-4-9 5-7-7 Scale = 1:25.4 4x6 = 2x4 II 3x5 = 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 0.74 Vert(LL) -0.03 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.07 2-6 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.03 2-6 >999 240 Weight: 41 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=526/Mechanical, 2=635/0-5-8 Max Horz 2=259(LC11) Max Uplift 5=-213(LC 14), 2=-262(LC 10) Max Grav 5=631 (LC 21), 2=672(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1027/268, 4-5=-255/182 BOT CHORD 2-6=-375/893, 5-6=-375/893 WEBS 3-5=-888/361 Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 9-4-14 oc bracing. 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior()) 2-0-0 to 10-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=213,2=262. 11J¢Ix3 jfy yu LI CF�s so��%'•• Fo .40 02 ;U G; PE -44018 0,��ssJolV s November 22,2017 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 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 properly incorporate this design into the overall 7ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW l 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 852374353 5295 PIERSON J5 Half Hip Girder 1 n Max Grav 5=1182(LC 26), 2=821 (LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-918/291 L Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:59 2017 Page 1 I D: sQzuO3Gcom6m VKuzE h D5xzU S FC-_rgwwGTrPwu EjopZwObkK I F54N glXhGgjkQ cgvyGwC M 6-0-0 7-6-0 6-0-0 1-6-0 5x6 = 2x4 11 3x4 = 4x6 = Scale = 1:17.1 LOADING (psl) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.58 BC 0.08 WB 0.20 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.01 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 60 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 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=1166/Mechanical, 2=681/0-5-8 Max Horz 2=140(LC 7) Max Uplift 5=-496(LC 6), 2=-310(LC 6) Max Grav 5=1182(LC 26), 2=821 (LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-918/291 (Ne .R} BOT CHORD 2-6=-299/773, 5-6=-275/700 i,.; WEBS 3-6=-359/1076, 3-5=-1309/495 r3' NOTES- 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 L I C,� non -concurrent with other live loads. 7) Provide adequate drainage to water ��P9 ....... ' prevent ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O. .•' SOON ..s�0 . 00 0 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r 2 will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. PE -44018 ' 1 t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=496.2=310. �� : 12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1036 Ib down and 482 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ON LOAD CASES) Standard LOAD November 22,2017 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 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 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 Citta Heights, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 852374353 5295_PIERSON J5 Half Hip Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 6=-1036(B) 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:59 2017 Page 2 I D:SQzuO3Gcom6m VKuzEhD5xzUSFC-_rgwwGTrPwuEjopZwObkKIF54Ng]XhGgjkQcgvyGwCM AWARNING. Verity design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 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 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374354 5295_PIERSON J6 Monopitch 6 1 MT20 185!144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.07 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:00 2017 Page 1 ID: sQzuO3Gcom6mVKuzEhD5xzUSFC-S2017cTTAE05Ly01U56ztVolontOGAgpxOAANMyGwC L -1-0-05-0-0 1-0-0 5-0-0 Scale= 1:14.0 3x4 = 2x4 II 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 0.46 Vert(LL) -0.03 2-4 >999 360 MT20 185!144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.07 2-4 >809 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 Matrix -P Wind(LL) 0.00 2 .1.. 240 Weight: 16 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=218/Mechanical, 2=343/0-5-8 Max Horz 2=127(LC 11) Max Uplift 4=-90(LC 14), 2=-169(LC 10) Max Grav 4=244(LC 21), 2=354(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 4 except (jt=1b) 2=169. ,.=Icy - X00 Lle .o sooty .,.sFo 02 ' G) PE-44018 cv November 22,2017 A 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+ 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 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 735A CUSTOM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 852374355 5295 PIERSON J7 Diagonal Hip Girder 2 1 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.13 7-8 >115 240 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:00 2017 Page 1 I D: sQzuO3Gcorn6mVKuzEhD5xzUSFC-S2017cTTAE05LyOIU56ztVoGZno?G4rpxOAANMyGwC L -1-1-04-1-0 B-5-1 1-5-0 4-1-0 4-4-1 Scale= 1:18.1 2x4 11 4x6 = 4-1-0 8-5-1 4-1-0 4-4-1 Plate Offsets (X,Y)-- [2:0-0-0.0-1-15],[2:0-1-14.0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.07 7-8 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.13 7-8 >115 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.07 7-8 >999 240 Weight: 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 7=672/Mechanical, 2=723/0-7-6 Max Horz 2=143(LC 7) Max Uplift 7=-308(LC 10), 2=-388(LC 6) Max Grav 7=742(LC 17), 2=755(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1424/562 BOT CHORD 2-8=-581/1305, 7-8=-581/1305 WEBS 3-8=-164/449,3-7=-1365/642 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) gable end zone; 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 20.0 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 0 Ll c will fit between the bottom chord and any other members. �,,,••• sF� 7) Refer to girder(s) for truss to truss connections.��'•.•' 600/V .• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ; •• 0'G 7=308,2=388. Z� 0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 50 lb up at 2-9-8, 48 Ib down and 50 lb up at 2-9-8, and 175 Ib down and 103 Ib up at 5-7-7, and 175 Ib down and 103 Ib up at 5-7-7 on bottom ; PE -44018 ; chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • �' �� •�� ••••..• LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 sc5'�ON Uniform Loads (pit) Vert: 1-4=-80, 4-5=-80, 2-6=-20 November 22,2017 AWARNING - 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 �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 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 Helahts, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 852374355 SO 5295_PIERN J7 Diagonal Hip Girder 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:00 2017 Page 2 ID:sQzuO3Gcorn6m VKuzEhD5xzUSFC-S2017cTTAE05LyOIU56ztVoGZno?G4rpxOAANMyGwC L LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-96(F=-48, B=-48) 11=-349(F=-175, B=-175) A WARNING - Vadfy 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 �0 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall WOW ek' 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 iVliT 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 735A CUSTOM GRIP 185/144 FT=20% LUMBER- plate grip DOL=1.33 BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 852374356 5295_PIERSON J8 Jack -Closed 2 1 BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:012017 Page 1 I D: s Q zuO3Gcorn6m V KuzEh D5xzU S FC-wExgLxU6xY8yy6zy2pdC Pj KQrB Bd?dwzA2vjvoyGwC K -1-0-0 6-0-0 1-0-0 6-0-0 61 3x4 = 2x4 II Scale = 1:16.5 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 IRC2012rTPI2007 CSI. TC 0.69 BC 0.82 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.05 2-6 >999 360 -0.14 2-6 >484 240 0.00 6 n/a n/a 0.00 2 '"' 240 PLATES MT20 Weight: 19 lb GRIP 185/144 FT=20% LUMBER- plate grip DOL=1.33 BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. plate 6=118, 2=179. WEDGE 02 : �O0 Left: 2x4 HF Stud ; U G) PE -44018 REACTIONS. (Ib/size) 6=292/Mechanical, 2=384/0-5-8 Max Horz 2=149(LC11) Max Uplift 6=-118(LC 14), 2=-179(LC 10) Max Grav 6=333(LC 21), 2=398(LC 21) vt: FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-272/273 " 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) gable end zone and C -C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 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 capable of withstanding 100 lb uplift at joint(s) except Qt=1b) s F plate 6=118, 2=179. �Q �. SOON ee � 02 : �O0 ; U G) PE -44018 N November 22,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 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 in 735A CUSTOM I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) �Ply� 852374357 5295 PIERSON J9 Jack -Closed Girder 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.10 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:02 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUS FC-OQV3YH VkirGpaGY8b W8RywtZZbeAk496PifHREyGwCJ 6-0-0 6-0-0 3x4 = 2x4 11 Scale = 1:16.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.05 1-5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.10 1-5 >666 240 BCLL Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 5 n/a n/a Rani inn Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.04 1-5 >999 240 Weight: 20 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=465/0-5-8, 5=545/Mechanical Max Horz 1=142(LC 7) Max Uplift 1=-162(LC 6), 5=-215(LC 10) Max Grav 1=472(LC 16), 5=574(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-271/159 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone; 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 (jt=lb) 1=162, 5=215. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 Ib down and 75 Ib up at 2-0-12, and 270 Ib down and 109 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1-4=-20 Concentrated Loads (lb) Vert: 7=-163(F) 8=-270(F) is SOON •.• I U00 O +S� i PE -44018 -O FSs�oN � November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 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 ANSIITPI1 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 Hei hls CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM LOADING (pst) SPACING- 2-0-0 CSI. DEFL. 852374358 5295_PIERSON J10 Jack -Closed 3 1 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 2-6 >999 Job Reference (optional) Alpine Lumber Co., Commerce Crty,GU.80022 8.130 s Sep 15 2017 MTek Industries, Inc. Tue Nov 21 15:25:51 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-DJ LuFXNglTtNmaC 1 SiSs?cwnn9rDf6RUtU U BYNyGwC U -1-0-03-11-11 1-0-0 3-11-11 Scale = 1:12.3 3x4 = 2x4 11 5 Plate Offsets (X,Y)— [2:0-0-0,0-1-61,[2:0-1-13,0-6-11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=3 0) 1 0.0 TCDL 1 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.02 2-6 >999 240 BCLL 0.0 Rep Stress In YES WB 0.00 Horz(TL) 0.00 6 n/a nia BCDL 10.0 Code IRC2012rrP12007 Matrix -P Wnd(LL) 0.00 2 """" 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Horz 2=105(LC 11) Max Uplift 6=-75(LC 14), 2=-151(LC 10) Max Grav 6=203(LC 21), 2=294(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 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) 6 except (jt=1b) 2=151. g�—!f IcF�s SOON •.• FO 0 �UO Oe.� PE -44018 �nN November 22,2017 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 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, 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 M iTek� 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 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 135A CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852374359 5295_PIERSON J11 Jack -Closed 3 1 Max Horz 2=61 (LC 11) ^</ Max Uplift 2=-,19(LC 10), 5=-30(LC 14) Max Grav 2=203(LC 21), 5=76(LC 21) Job Reference (optional) Alpine Lumber CO., Commerce CIIy,CU.t5UU22 U.1 3u s Sep 15 2U1 / MI I ex Industries, Inc. I ue Nov 21 15:25:52 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-hVvHStNS3n?DNknDOQz5YpS?vZFLOZhe68E15pyGwCT 1-0-0 1-11-11 2x4 11 3 4 3x4 = Scale= 1:9.0 LOADING (psf) TCLL 30. 1 0 (Roof Snow=3 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 IRC2012/TP12007 CSI. TC 0.13 BC 0.19 WE 0.00 Matrix -P DEFL. in (loo) I/deft Lid Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wnd(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 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. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=202/0-5-8, 5=74/Mechanical Max Horz 2=61 (LC 11) ^</ Max Uplift 2=-,19(LC 10), 5=-30(LC 14) Max Grav 2=203(LC 21), 5=76(LC 21) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- ,) 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) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; 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 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) 5 except (jt=lb) PD 0 LIC 2=119. so o/yF�s�o PE44018 NA November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010311015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �d 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 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 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 852374360 5295_PIERSON J12 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:54 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-duO1 tYPjaOFxdl wc7r?ZdEYCTMpesTBxZSjr9iyGwCR 6-0-0 6-0-0 Scale= 1:16.5 3x6 11 3x4 = 2x4 11 Plate Offsets (X,Y)-- (1:0-0-0,0-1-61,(1:0-1-13,0-6-11 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; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 3) Unbalanced snow loads have been considered for this design. Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.15 1-5 >442 240 5=126.eOON TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.00 1 """" 240 Weight: 17 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=311/Mechanical, 1=283/Mechanical Max Horz 1=148(LC 11) Max Uplift 5=-126(LC 14), 1=-89(LC 10) Max Grav 5=342(LC 20), 1=290(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-279/284 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) gable end zone and C -C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 6-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 1 except (jt=lb) 5=126.eOON •e• t 0e rOPE-�44018 E November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Tek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSS -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 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 852374361 5295 PIERSON J13 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) Job Reference (optional) Alpine Lumber Go., Commerce Gity,G0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:55 2017 Page 1 ID:sQzuO3Gcorn6mVKuzEhD5xzUSFC-54aP4uQLLiOoEBVohYWoAS4Umm EsbwQ4o6S PhByGwCQ 3-11-11 3-11-11 Scale = 1:12.3 3 3x6 11 5 3x4 = 2x4 11 4 3-11-11 3-11-11 Plate Offsets (X,Y)-- [1:0-0-0,0-1-61,[1:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 1 "" 240 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 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. WEDGE Left: 2x4 HF Stud 7rt` REACTIONS. (Ib/size) 5=210/Mechanical, 1=181/MechanicalMax yr 1=-55(LC 14)) {f 6ffy/{n Max Uplift 5=' 6(LC 1 10) Max Grav 5=220(LC 20), 1=183(LC 20) 4 . FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. ,}f' 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) gable end zone and C -C Exterior(2) 0-0-12 to 3-0-12, Interior(i) 3-0-12 to 3-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 5, 1. _��PD0 LICF moo; soot' .s< Z°O °ti i PE -44018 G November 22,2017 ,& WARNING - Verity 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 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/TPII 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 Ory Ply 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES 852374362 5295_PIERSON J14 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:25:55 2017 Page 1 ID:sQzu03Gcom6mVKuzEhD5xzUSFC-54aP4uQLLiOoEBVohYWoAS4XymJEbwQ4o6SPh8yGwCO , 1-11-11 � 1-11-11 2x4 4.00 12 2 3x4 = Scale = 1:9.0 Plate Offsets (X Y)-- [1:0-0-0,0-1-61, [1:0-1-13,0-6-11 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 0.08 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.00 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BOLL 0.0 Code IRC2012/TP12007 Matrix -P Wnd(LL) 0.00 5 >999 240 Weight: 6 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 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. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=59(LC11) Max Uplift 4=41 (LC 14), 1=-27(LC 10)q� 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. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 4, 1. O�p,00 CIOF� C9oON • �sFO Za �2 PE -44018 -o • • c ON November 22,2017 AA, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 forstability 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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES 852374363 5295_PIERSON K1 Diagonal Hip Girder 2 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:02 2017 Page 1 I D:SQzuO3Gcom6mVKuzEhD5xzUSFC-OQ V3YHVkirGpaGY8b W8RywtcObUlk_K6PifHREyGwCJ -1-5-0 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale= 1:18.1 2x4 II 4x6 - Plate Offsets (X Y)-- [2:0-0-0,0-1-151, [2:0-1-14,0-8-51 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) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.07 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(TL) -0.13 7-8 >706 240 �00 02 TCDL 10.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 7 n/a n/a ; PE 44018 chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wmd(LL) 0.07 7-8 >999 240 Weight: 30 Ib FT = 20 BCDL 10.0 Vert: 1-4=-80, 4-5=-80, 2-6=-20 November 22,2017 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 7=675/Mechanical, 2=728/0-8-6 rf�; Max Horz 2=143(LC 9) Max Uplift 7=-309(LC 10), 2=-391(LC 6) YII` Max Grav 7=745(LC 17), 2=760(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1427/583 BOTCHORD 2-8=-581/1306,7-8=-581/1306 WEBS 3-8=-167/456, 3-7=-1367/641 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) gable end zone; 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 20,0 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 Q,Pp 0 LIr;FA� will fit between the bottom chord and any other members. �0 �••�.••�� /�s 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Q .• sooty .•� FQ �00 02 7=309,2=391. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 50 Ib up at 2-9-8, 50 lb down and 51 Ib up at 2-9-8, and 175 Ib down and 103 Ib up at 5-7-7, and 182 Ib down and 106 Ib up at 5-7-7 on bottom ; PE 44018 chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �O x" LOAD CASE(S) Standard •••• \� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ON Uniform Loads (plf) Uniform Vert: 1-4=-80, 4-5=-80, 2-6=-20 November 22,2017 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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 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 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 Ply 735A CUSTOM 852374363 5295_PIERSON K1 Diagonal Hip Girder 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:02 2017 Page 2 I D: sQzuO3Gcom6m V KuzEhDSxzUSFC-OQV3YHVkirGpaGYBb WBRywtcObU Ik_K6PifHREyGwCJ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-98(F=-50, B=-48) 11=-356(F=-182, B=-175) AWARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 ll A �TQI.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MY� t 1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPII 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 735A CUSTOM LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852374364 5295_PIERSON K2 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:03 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-sc3Rmd WMT9OgCQ6K9EfgU8Q is?sCTXPFeMOgzgyGwCI -1-0-0 6-0-0 1.0.0 6-0-0 3x4 = 2x4 11 Scale= 1:16.5 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 0.72 BC 0.82 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.06 2-6 >999 360 -0.14 2-6 >462 240 0.00 6 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 19 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. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=298/Mechanical, 2=380/0-3-8 Max Horz 2=149(LC11) Max Uplift 6=-120(LC 14), 2=-174(LC 10) Max Grav 6=338(LC 21), 2=393(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-277/275 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) gable end zone and C -C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 limes 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.�P� Lit" 7) Refer to girder(s) for truss to truss connections. �� •••eeeee•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� ; SOOy�y' • %1 6=120, 2=174. 0 •�O !U � PE -44018 -o SS�ON November 22,2017 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 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 ANSIITPH 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 735A CUSTOM GRIP 185/144 FT=20% LUMBER- BRACING - 852374365 5295 PIERSON K3 Jack -Closed 3 1 except end verticals. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:04 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-KpdpzzX_ETWWpahXjxBv1 Ly?aOHNC_fpsO8NW7yGwCH i_ -1-0-03-11-11 1-0-0 3-11-11 Scale= 1:12.3 3x4 = 2x4 II 5 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 0.34 BC 0.50 WS 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) 1/deft L/d -0.01 2-6 >999 360 -0.02 2-6 >999 240 0.00 6 n/a n/a 0.00 2 *** 240 PLATES MT20 Weight: 13 lb GRIP 185/144 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 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. WEDGE Left: 2x4 HF Stud :` Oil REACTIONS. (Ib/size) 6=191/Mechanical, 2=283/0-3-8 Max Horz 2=105(LC 11) y 4ipin 1�9. Max Uplift 6=-77(LC 14), 2=-145(LC 10) Max Grav 6=21O(LC 21), 2=289(LC 21) y�G i S/pf.. 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. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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. POO L1� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6 except (jt=1b) ��CR•�••••••�F/�j 2=145. �O�OO S00/y 020 ;U �• PE -44018 `SS/nnl November 22,2017 ,& WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with M7ek0 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 R A'�'ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IV fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 852374366 5295_PIERSON K4 Jack -Closed 3 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.00 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:04 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-KpdpzzX_ETWWpahXjxBvl Ly2tOMBC_fPsO8NW7yGwCH -1-0-0 1 1-11-11 i 1-0-0 1-11-11 2X4 11 3 4 3x4 = Scale = 19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 2 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.00 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC20121TP12007 Matrix -P Wnd(LL) 0.00 6 >999 240 Weight: 8 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8, 5=76/Mechanical Max Horz 2=61 (LC 11) Max Uplift 2=-117(LC 10), 5=-31 (LC 14) Max Grav 2=201 (LC 21), 5=78(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=117. ��IND0 LlCF�4(1Q ; U G) PE -44018 ,/ON; November 22,2017 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll-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 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES 852374367 5295_PIERSON K5 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.62 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:05 2017 Page 1 ID:sQzuO3Gcom6m VKuzEhD5xzUSFC-o?BBBJXc?meNRjGjHei8aZV7 BobhxRvY5gtx2ZyGwCG -1-0-0 3-11-11 1-0-0 3-11-11 Scale = 1:12.3 3x9 11 2x4 11 ' Plate Offsets (X,Y)-- f2:0-0-0.0-1-61, f2:0-3-5,Edgel 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 0.54 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.62 Vert(TL) -0.02 2-6 >999 240 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 15 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 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. WEDGE Left: 2x6 SPF 1650F 1.5E 41fi� hAgr REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Horz 2=105(LC 11) `, Max Uplift 6=-75(LC 14), 2=-151(LC 10) /%" Max Grav 6=203(LC 21), 2=294(LC 21) ��✓ 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=25f ; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) Refer to girder(s) for truss to truss connections. PO 0 LIr; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) �••••.•e••�/j/cS 2=151. V��OQ 5004 •*% �0 PE -44018 '� •�� FSS�ON November 22,2017 ,& 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 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 Hei hts CA 95610 Job Truss Truss TypeQty DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 Ply 735A CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 852374368 5295_PIERSON K6 Jack -Closed 1 1 �%�• Max Harz 2=61(LC 13) cyt Max Uplift 5=-30(LC 14), 2=-119(LC 10) Py Max Grav 5=76(LC 21), 2=203(LC 21) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:06 2017 Page 1 I D: sQzuO3Gcorn6m VKuzEhD5xzUS FC -GB IZOfYEm4m E3trvgM DN6m2 PYC2_gu9iKKdUa?yGwCF 1-0-0 1-11-11 2x4 11 3 4 3x9 11 0-6-8 1-11-11 Scale = 1:9.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 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 0.12 BC 0.17 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 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. WEDGE Left: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 5=74/Mechanical, 2=202/0-5-8! �%�• Max Harz 2=61(LC 13) cyt Max Uplift 5=-30(LC 14), 2=-119(LC 10) Py Max Grav 5=76(LC 21), 2=203(LC 21) / 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) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 1� p 00 L/C 2=119. OO``•.e••ee.•F� v •••p SOON • % 02 l z� ;U G)• i PE -44018 7 November 22,2017 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 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, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Lid ��2 TCLL 30.0 (Roof Snow=30.0) 852374369 5295_PIERSON L1 Monopilch Supported Gable TCDL 10.0 1 BC 0.04 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:06 2017 Page 1 ID:sQzu03Gcom6mVKuzEhD5xzUSFC-GB IZOfYEm4mE3trvgM DN6m2PRC4ygtyiKKdUa?yGwCF 4-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 II 2x4 II 3x6 I Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -P Weight: 14 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 5=16/4-0-0, 2=209/4-0-0, 6=241/4-0-0 Max Horz 2=105(LC 13) Max Uplift 5=-12(LC 13), 2=-108(LC 10), 6=-112(LC 14) fly Max Grav 5=19(LC 21), 2=21O(LC 21), 6=259(LC 21) > jO v„. ��} FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Q WEBS 3-6=-204/363 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) gable end zone and C -C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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. P� 0 LIC 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. De` ��...•� F� ��.•'• •'•e sf 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SOON V OO O ' bottom in 3-6-0 tall by 2-0-0 S� 9) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle wide 2 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 Ib uplift at joint(s) 5 except Ot=lb) PE -44018 ; 2=108, 6=112. 70 November 22,2017 A WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111111-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�iA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M (Tel' 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 ANSlfTPI11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Oty Ply 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 852374370 5295_PIERSON L2 Monopitch 8 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:07 2017 Page 1 ID: sQzuO3Gcom6mVKuzEhD5xzUSFC-IOJyc?Zs WOu5g1 0503kcf_awuclYPLPrY_M27SyGwC E -1-0-04-0-0 1-0-0 4-0-0 Scale= 1:12.4 3x4 = 2x4 II Plate Offsets (X,Y)-- f2:0-0-0,0-1-61,!2:0-1-13.0-6-11 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 0.36 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.03 2-4 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2012frPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 13 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins, 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. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=165/Mechanical, 2=296/0-5-8 Max Horz 2=105(LC 13) Max Uplift 4=-68(LC 14), 2=-155(LC 10) Max Grav 4=181(LC 21), 2=303(LC 21) 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=25f; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 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) 4 except Qt=lb) 2=155. r- C1C Off'.••• SOO ,; O N 's PE -44018 ON November 22,2017 ,& 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 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM in (loc) I/deft L/d PLATES GRIP TCLL 30 (Roof Snow=3 0)) ,Y,.a:. Plate Grip DOL 852374371 5295_PIERSON M2 Diagonal Hip Girder 1 1 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.11 7-8 >544 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:07 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-IOJyc?ZsWOu5g1 Q503kcf_aYucJhPLirY_M27SyGwCE 1 -1-5-0 _ I 2-9-9 i 5-7-2 1-5-0 2-9-9 2-9-9 2x4 11 Scale = 1:15.7 4 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30 (Roof Snow=3 0)) ,Y,.a:. Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.08 7-8 >752 240 MT20 197/144 TCLL 10.0 1 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.11 7-8 >544 240 BCLL 0.0 Rep Stress In NO WE 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P 8=266,7=166. Weight: 24 lb FT = 20 LUMBER- 2-9-8, and 37 Ib down and 62 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the NO 0 LICF responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BRACING - TOP CHORD 2x4 SPF No.2 LOAD CASE(S) Standard �00 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, BOT CHORD 2x4 SPF No.2 Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-8=-20 Concentrated Loads (lb) :� Vert: 10=-74(F=-37, B=-37) •: �� OAF •••'�C� except end verticals. WEBS 2x4 SPF No.2 November 22,2017 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=438/0-7-6,7=306/Mechanical Max Horz 8=137(LC 7) Max Uplift 8=-266(LC 6), 7=-166(LC 10)h Max Grav 8=456(LC 17), 7=342(LC 17) Q6 �f FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,Y,.a:. NOTES- Sn, 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) gable end zone; 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 20.0 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) except (jt=1b) 8=266,7=166. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 Ib down and 62 Ib up at 2-9-8, and 37 Ib down and 62 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the NO 0 LICF responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ••�••••••�• • SOON • �� e 02 LOAD CASE(S) Standard �00 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 U O+ Uniform Loads (plf) PE -44018 Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-8=-20 Concentrated Loads (lb) :� Vert: 10=-74(F=-37, B=-37) •: �� OAF •••'�C� /•... ss o ANG November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -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 �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 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 735A CUSTOM TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 852374372 5295_PIERSON M3 Jack -Closed 3 1 Max Grav 7=290(LC 21), 6=212(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:08 2017 Page 1 I D: sQzuO3Gcom6m VKuzEhD5xzUS FC-DatKpLa VHhOyI B?IynFrBB7jEO198nc_ne6bfuyGwCD 1-0-0 4-0-0 Scale = 1:14.9 7 2x4 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 IRC2012rTP12007 CSI. TC 0.23 BC 0.13 WB 0.07 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.01 6-7 >999 360 Vert(TL) -0.02 6-7 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 7 "" 240 PLATES GRIP MT20 185/144 Weight: 17 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. REACTIONS. (Ib/size) 7=284/0-5-8, 6=193/Mechanical Max Horz 7=141(LC 13) Max Uplift 7=-140(LC 10), 6=-82(LC 14) Max Grav 7=290(LC 21), 6=212(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-255/247 NOTES - £y 1) Wind: ASCE 7-10; Vu It=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; j enclosed; MWFRS (envelope) gable end zone and C -C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 6 except (jt=1b) 7=140. LrcF/y O�PD0 •ee moo`;.••'"SOON 02 moo° PE -44018 ? '0 Ct ' o • .• � � °AFss/off • .• November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 116I-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Mi -ek® 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 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, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty in 735A CUSTOM I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) �Ply� 852374373 5295_PIERSON M4 Jack -Closed 1 1 MT20 185/144 1 0.0 BCDL 1 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber co., commerce Gity,GU.61)02Z 8.130 s Sep 15 2U1 f Mi I ek Industries, Inc. fue Nov 21 15:26:092017 Pagel 'D.sQzu03Gcorn6m VKuzEhD5xzU SFC-hm QiOha72?BpwLaU WUm4kPgtS P4OtFyBOlr8BKyGwC C 4-0-0 4-0-0 2 6 4 2x4 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 1 0.0 BCDL 1 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 "" 240 Weight: 16 lb FT=20% 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) 6=178/0-5-8,5=207/Mechanical Max Horz 6=129(LC 11) Max Uplift 6=-54(LC 10), 5=-86(LC 14) Max Grav 6=180(LC 20), 5=217(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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) 6, 5. �p,D 0 L I CFns < ON November 22,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 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 Truss Type Qty Ply 735A CUSTOM SPACING- 2-0-0 CSI. DEFL. 852374374 5295_PIERSON M5 Jack -Closed 2 1 TC 0.11 Vert(LL) 0.00 7 >999 360 MT20 185/144 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:09 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD6xzUSFC-hm QIOha72?8pwLa UVVUm4kPgwwP5OtF580ir8BKyGwCC 1-0-0 1-11-11 Scale = 1:11.6 REACTIONS. (Ib/size) 7=211/0-5-8, 5=63/Mechanical Max Horz 7=97(LC11) Max Uplift 7=-124(LC 10), 5=-44(LC 11) Max Grav 7=212(LC 21), 5=65(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 5 except (jt=lb) 7=124. 4�p,D0 LICF� QUO �2 PE -44018 Fss/o0 .. 6 November 22,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 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 Heights, CA 95610 7 2x4 5 1-11-11 1-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 7 >999 360 MT20 185/144 TCDL 10.0 LumberDOL 1.15 BC 0.06 Vert(TL) -0.00 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 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. REACTIONS. (Ib/size) 7=211/0-5-8, 5=63/Mechanical Max Horz 7=97(LC11) Max Uplift 7=-124(LC 10), 5=-44(LC 11) Max Grav 7=212(LC 21), 5=65(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 5 except (jt=lb) 7=124. 4�p,D0 LICF� QUO �2 PE -44018 Fss/o0 .. 6 November 22,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply735A CUSTOM I/deft L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 852374375 5295 PIERSON Me Roof Special 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce Cky,C0.80022 8.130 s Oct 7 2017 MiTek Industries, Inc. Tue Nov 21 16:07:33 2017 Page 1 1 D: sQzuO3Gcorn6mVKuzEhD5xzUSFC-uBu3mdF?S?YZ4_am3AkLV3lme5E3rObXrxha3I yGtqu 1-5-0 2-0-11 2.83 12 3 2x4 11 7 3x6 Scale= 1:10.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.00 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 6-7 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 7 >999 240 Weight: 10 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 7=270/0-7-6,5=45/Mechanical Max Horz 7=86(LC 11) Max Uplift7=-177(LC 10), 5=-40(LC 11) Max Grav 7=272(LC 21), 5=50(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-249/448 BRACING - TOP CHORD Sheathed or 2-0-11 oc puffins, except end verticals. 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 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.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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 7 and 40 Ib uplift at joint 5. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 6- 0 SC November 22,2017 A wARN/NG - 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 �p 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 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 ANSVTPIt 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 735A CUSTOM I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852374376 5295_PIERSON M7 Monopitch 4 1 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:11 2017 Page 1 ID: sQzuO3Gcom6mVKuzEhD5xzUSFC-d9YSRMcNacPX9ektdvpYpglFm DnOL90RTcKFGDyGwCA -1-0-01-6-0 1-0-0 1-6-0 Scale = 1:10.8 4.00 [12 5 2x4 11 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 0.15 Vert(LL) 0.00 5 >999 240 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 5 >999 240 10) BCDL 10.0 Rep Stress Inc, YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 7 Ib FT = 20 BCDL 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) 4=17/Mechanical, 5=196/0-5-8 Max Horz 5=86(LC 11) Max Uplift 4=-45(LC 11), 5=-128(LC 10) Max Grav 4=25(LC 5), 5=196(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 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) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 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) 4 except (jt=lb) 5=128. 0 CI F �4 ;.•'••SOON • •SC O VOO l . z PE -44018 A November 22,2017 ® WARNING - Verify 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, 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 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 Heights. CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM 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 6-0-0 oc bracing. 852374377 5295_PIERSON V1 Valley 1 1 Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 6=-138(LC 14), 7=-182(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 1 except 5=267(LC 21), 6=471 (LC 23), 7=412(LC 32) ? FORCES. Comp./Max. Ten. forces 250 less Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:11 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-d9YSRMcNacPX9ektdvpYpglDADkALBVRTcKFGDyGwCA 1 5-3-12 8-3-12 13-5-4 5-3-12 3-0-0 5-1-8 6x6 // 3x4 7 6 3x6 2x4 11 2x4 11 Scale= 1:26.6 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 In cr YES Code IRC2012/TPI2007 CSI. TC 0.32 BC 0.23 WB 0.12 Matrix -R DEFL. in (loc) I/dell L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES MT20 Weight: 38 Ib GRIP 185/144 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 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-5-4. (lb) - Max Horz 1=162(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 6=-138(LC 14), 7=-182(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 1 except 5=267(LC 21), 6=471 (LC 23), 7=412(LC 32) ? FORCES. Comp./Max. Ten. forces 250 less (Ib) -Max. -All (Ib) or except when shown. WEBS 4-6=-361/182, 2-7=-321/224 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) gable end zone and C -C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 8-3-12, Exterior(2) 8-3-12 to 11-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=lb) 6=138,7=182. ��p,00 LICF� SOp�'•sFo r0 02 ;U O; PE -44018 November 22,2017 AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NP7473 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 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A CUSTOM PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 852374378 5295_PIERSON V2 Valley 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:12 2017 Page 1 ID:sQzuO3Gcom6mVKuzEhD5xzUSFC-5L6rfid?LwXOnoJ3BdKnM1 HOhd504alaiG400fyGwC9 2-3-12 5-3-12 9-2-14 2-3-12 3-0-0 3-11-2 dl 5x6 '/ 5 3x4 2x4 II 3x4 �� Scale = 1:21.8 9-2-14 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 0.27 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -R Weight: 25Ito 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 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=75/9-2-14,4=-7/9-2-14,5=725/9-2-14 Max Horz 1=117(LC 13) Max Uplift 1=-53(LC 10), 4=-98(LC 20), 5=-325(LC 14)' Max Grav 1=87(LC 32), 4=99(LC 11), 5=725(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -s , TOP CHORD 2-3=-198/353, 3-4=-163/312 WEBS 3-5=-597/361 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) gable end zone and C -C Extedor(2) 0-10-13 to 2-3-12, Interior(1) 2-3-12 to 5-3-12, Exterior(2) 5-3-12 to 8-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except (jt=1b) 5=325. _aA00 Llt.'c. November 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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, 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 ANSI/TPl1 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 135A CUSTOM plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 0) 852374379 5295_PIERSON V3 Valley 1 1 WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Nov 21 15:26:13 2017 Page 1 ID:sOzuO3Gcom6mVKuzEhD5xzU SFC-ZYgDs2ed6EfFOytFIKrOuFgcfl TYp3TkxvpMK5yGwC8 2-8-11 5-5-6 2-8-11 2-8-11 Scale = 1:16.3 4x6 = 2 4 2x4 // 2x4 11 2x4 �� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.05 Vert(TL) n/a n/a 999 1 . BCDL 1 00 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: 15 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=138/5-5-6, 3=138/5-5-6, 4=189/5-5-6 Max Horz 1=-75(LC 8) Max Uplift 1=-51(ILC 12), 3=-60(LC 13), 4=-15(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All fomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. F- T -R-19 1910 ISRU-033M November 22,2017 A WARNING - Varity design par amefar. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/072015 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 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. 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ON -- co r. 0 `° -c 0) 0 -C 0` 4.1 a, Ln V EW co ca > a) OD m Ln Ln Z %,D u O'x r- S Ln X LA 0 c c d# V) C ui " o 0 s mo O q) LU LU UJ cc CL CM: 0- Q_ m 0 tn C PQJ C 0 CD cn < C C Q) M (U m m 0 > r- 0 0 O�- 0 4a a) u0 :E I Ln 0 0 Im- '2,-(--) FT -:�) '1"31 rc-t,-"j2A�jj � 8 L.L >1 12 ci r_ UJ L.0 ui r� VI CS r� ro tn ,.t q q q% 0 Ln r-, m r-, A/ -,t!} M 0 Ln V u m C 21 c U C 1p m 0 :E M E U u y < m o> V M M LL .�=j < C) en M ti E E < E c E, oD 0 C: 0 0 cm cq q cq tY5 O O -Mo o c CO N "T r- o m 0 Ln N LL -0 n rC cCIF z E VI 0 r) D m 0 tn C PQJ C 0 CD cn < C C Q) M (U m m 0 > r- 0 0 O�- 0 4a a) u0 :E I Ln 0 0 Im- '2,-(--) FT -:�) '1"31 rc-t,-"j2A�jj � ENERGY STAR V3 Home Report Property Remington Homes 5295 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 735 FB Quai Template - Remington - 735 FB Quai Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected J Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R -5r and at IECC 2009 Depth for Climate Zones 4 and above. J Envelope insulation achieves RESNET Grade I installation„ or Grade Il with insulated sheathing. J Windows meet the 2009 IECC Requirements - Table 402.1.1. ./ Duct insulation meets the EPA minimum requirements of R-6. J Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. nergyLogic ana xxlx. Iaslphr, anxr ♦rs. HERS Index Target Reference Home HERS 73 SAF (Size Adjustment Factor) 0.87 SAF Adjusted HERS Target 64 As Designed Home HERS 56 As Designed Home HERS w/o PV 56 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 49.6 33.9 Cooling 7.7 5.9 Water Heating 10.7 8.0 Lights and Appliances 30.2 27.5 Tota 1 98.2 75.2 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 258 Carbon Dioxide (CO2) - tons/yr 2.9 Cooling 22 Water Heating 37 Lights & Appliances 97 Generation Savings 0 Total 414 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National 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 5295 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 735 FB Quai Template - Remington - 735 FB Quai Organization EnergyLogic Peter Oberhamrner Builder Remington Homes Inspection Status Results are projected Annual Energy Cost Design IECC 2012 Performance Heating $715 Cooling $145 Water Heating $152 SubTotal - Used to determine compliance $1,012 Lights & Appliances $878 Onsite generation $0 Total $1,891 nergyLogic anohds. ra.�pn�, a�.r .n. 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 14.4% SHGC QJ 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor rr�� Mandatory Checklist r As Designed Design exceeds requirements for IECC 2012 Performance compliance by 14.4%. Name Organization Peter Oberhammer EnergyLogic $575 $140 $152 $867 $863 $0 $1,730 Signature: , gz.�'Z _________, Date: Nov 10. 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1799 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rating Too Building Summary QnergyLogic Property Organization ... Remington Homes EnergyLogic 5295 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Conditioned Space Builder Template - Remington -735 F13 Quail Ridge Remington Homes Template - Remington -735 FB Quail Ridge Conditioned Space Basement Wall Llbra'ry List General Building Information Number 01 bedrooms 3 Number Of Floors 2 Conditioned Floor Area [sq. ft.] 3,896 Unconditioned, attached garage? Yes Conditioned Volume ]cu. ft.] 37,665 Number Of Units I Residence Type Single family detached Model 735 F6 - Quail Ridge Community Quail Ridge Basement Wall Name Library Type HeightAbove Grade Depth Below Grade Perimeter Location InteriorSheIlLocatior Bsmt/GarageUn R-1 9 Draped Full 1 7 436 Exposed Exterior Conditioned Space BsnitiGroundUnrinis R-19 Draped Full 1 7 1474 Exposed Exterior Conditioned Space Basement Wall Llbra'ry List Name FeelFrom Wall Top To Insulation Feet Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped Full N/A N/A Yes 19 Name Library *pe Perimeter FloorGrade CarpetR Exposed SurfaceArea Location InteriorShel MasonryArea Locatior Bsml Uninsulated 191 Below Grade 1,23 0 1,335.7 sq. ft Exposed Exterior Conditioned Space V Slab Library List Name Wall Construction Type Slab Complete Underslabinsulation Perimeterinsulation PerimeterinsulationR R Insulated? Width Vtj Depth (ft) Value Uninsulated Wood Frame I Other No 0 0 0 0 Building Summary Remington Homes > -. C EnergyLagic Property Organization onaiFTIT. 4nslyhi. onavrr T. Remington Homes EnergyLogic Solar Absorptance 5295 Pierson Ct Peter Oberhammer Inspection Status Location Wheat Ridge, CO 80033 Results are projected Builder Name Template - Remington - 735 FB Quad Ridge Remington Homes > -. C Template - Remington - 735 FB Quail Ridge 12'R50 16'OC BF 41.17981 Emittance Solar Absorptance Grade 1 SurfaceArea Location ..„,�'�,^.• .. ..-e��a.-�.r.....:�.:_ .sr�ur:ar;,, ,mv.,yw.e- rn ,�.,.,�w.�:a .,. .... .., Rim Joist Framed Floor Name Library Type SurfaceArea Location InteriorShell Locatior Name Library Type CarpetR FloorGrade SurfaceArea Location InteriorShell Location Cantilever 12" 85016" OC OF 1.23 Above Grade 12.0 sq. ft. Exposed Exterior Conditioned Space Grade 1 Garage 12" R50 1610C BF 1.23 Above Grade 481.0 sq. ft Unconditioned, attached Conditioned Space Grade 1 R 568.0 sq. ft garage R 23.0 Framed Floor Library List > -. Name R 12'R50 16'OC BF 41.17981 Emittance Solar Absorptance Grade 1 SurfaceArea Location Interior5hel Rim Joist Name Library Type SurfaceArea Location InteriorShell Locatior Ambient R 23.0 255.1 sq. ft Exposed Exterior Conditioned Space Garage R 23.0 43.6 sq. ft Unconditioned, attachedgarage Conditioned Space G1 Rim Jobst Library Cist Front 2x6 2x6 82316" OC BF 0.9 Name R 568.0 sq. ft Exposed Exterior R 23.0 23 G1 wa l l Name Library Type Emittance Solar Absorptance Surface Color SurfaceArea Location Interior5hel Location Back 2x6 2x6 R2316" OC BF 0.9 0.75 Medium 850:0 sq. ft Exposed Exterior Conditioned Space G1 Front 2x6 2x6 82316" OC BF 0.9 0.75 Medium 568.0 sq. ft Exposed Exterior Conditioned Space G1 Garage 2x6 2x6 R2316"OC BF 09 0.75 Medium 392.7 sq. ft Unconditioned, Conditioned Space G1 attached garage Left 2x6 2x6 82316" OC BF 0.9 A� 0.75 Medium— 749.5 sq. ft Exposed Exterior Conditioned Space GI Right 2x6 .2x6 R2316" OC BF 0.9 0.75 Medium 638-8 sq. ft. Exposed Exterior Conditioned Space G1 Building Summary (DnergyLagic Property Organization Remington Homes EnergyLogic 5295 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 735 FB Quail Ridge Remington Homes Template -Remington -735 FB Quail Ridge Wail Library List Name R 2x6 R2316" OC BF G1 1$.49835 Glazing Name Library Wall Basemen,OverhancOverhancOverhanc Intenot intenot Adjacent AdjacentOrientatic Surface Location Interio Type Assignme Wall Deptti Ft To Top Ft To Winter Summer Winter Summer Area She] Assignme Bottom Shading Shading Shading Shading Locatior Back 2x6 .301.30 Back 2x6 0 0 0 0.85 0.7 1 1 West 240.5 sq. Exposed Condition ft. Exterior Space Front 2x6 .30 ! .30 Front 2x6 0 0 0 0.85 0.7 1 1 East 118.0 sq. Exposed Condition ft. Exterior Space Left 2x6 .30!:30 Left 2x6 0 0 0 0.85 0.7 1 1 South 79.0 sq. Exposed Conditione ft. Exterior Space Left bsmt .301.30 BsmttGrou 0 0 0 0.85 0.7 0.7 0.7 South 60.0 sq. Exposed Conditione Unftnis ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 North 18.0 sq. Exposed Condition ft. Exterior Space Right bsmt .301.30 BSmt/Grou 0 0 0 0.85 0.7 0.7 0.7 North 20.0 sq. Exposed Conditione Unflnis ft. Exterior Space Glazing Library List Name Shgc R 30 30 0.3 3.33333 Skylight i F, t Skylight Library List ,.. n........ 4 None Present C Building Summary Property organization Remington Hermes EnergyL.ogic 5295 Pierson Ct PelerOberhammer nergyLogic ... ,.,. 1- n. .., — Wheat Ridge, CO 80033 inspection status ' 1/C /LJ� Builder Results are projected Template -Remington -735 FB Quail Ridge Remington Homes Template -Remington -735 FB Quail Ridge S �/yrs/or> Opaque Door >, w, Name Library Type Wall 8asementWall Emittance Solar Surface Color SurfaceArea Location InteriorShel Assignment Assignment Absorptance Locatior Front 2x6 Insulated Door Front2x6 0.9 0.75 Medium 24.0 sq. ft. Exposed Conditioned 6.6 Exterior Space Garage R 5 Garage Garage 2x5 09 015 Medium 20.0 sq. ft. Exposed Conditioned Entry Exterior Space Opaque Door Library List,,. Name R Insulated Door 6.6 669979 R 5 Garage Entry 5 Roof (nsulatiot Name Library Type Roof -Deck Clay or Area [sq. ft] ConcreteRool Tiles Oat R-50 BF 24"oc 1,317 Na Roof Insulation Library List Name Has Radiant Barrier R-50 BF 2,Voc NO Whole Hos ifllt Infiltration 3 ACH at 50 Pa Blower-doortested Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Feel Operationalhoursperday /M i n ut4 Exhaust Only 57 24 Absorptance 0.9 0.9 .50.68123 Dark 1,8170 sq- fl- Locatior Attic Conditioned Space ShelterClass 4 Fan Watts Runs onceeve%three Energy hours 15 Yes 0 Building Summary Property Remington Homes 5295 Pierson Cl Wheat Ridge, CO 80033 Template - Remington - 735 FB Quail Ridge Template - Remington - 735 F13 Quail Ridge Organization EnergyLogic Peter Oberhammer Inspection Status Builder Results are projected Remington Homes (DnergyLogic Onsite Generation NonePresent Onsite Generation Library List None Present Solar Generation None Present Solar Generation Library List None Present Conditioning Equipment Name Library Type Air conditioner(3) 13SEER/42BTU 3.5 ton I'Llel-fired air 921 AFUE I 100K distribution (1) Water Heating (2) w62 EF 176 RE / 50g Equipment Type: 13SEERf428TU 3.5 ton Fuel Type Electric Distribution Type Forced Air Heating PercentLoad Cooling PercentLoad Hot Water PercentLoad 0% 100% 0% 100% 0% 0% 0% 0% 100% Property Organization Remington Hanes EnergyLogc 5295 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 92.1 AFUE Heating Capacity [kBtu/h] Buibder Template -Remington -735 FB Quail Ridge Remington Homes Template - Remington - 735 FB Quail Ridge 878 Equipment Type; 62.1 AFUE 1 100K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtu/h] 92 Use default EAE No EAE tkWh] 878 Equipment Type: w62 EF / 76 RE J 50 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 Inspection Status Results are projected WN Duct 1 Duct Location Conditioned Space Distribution System - 0 Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 3896 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. tL] 1051.92 Return Duct. Area [sq_ ft.] 779.2 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFMBnbsp;@ 25Pa] 56 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 2 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 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 D.—M Rafn A. n Qnergyliogic nnc51Y�31 �nil9 of nni+i r.,t Property Organization Remington Homes EnergyLogic 5296 Pierson Ct Pele-r0berhammer Inspection Status Wheal Ridge, CO 80033 Results are projected Gas Rate Builder Template - Remington -735 FB Quail Ridge Remington Homes Template - Remington - 735 FB Quail Ridge 0,80737 _01F_i�[` te I fl hi tel - -- - 2- — - -- , - --1--0(-) - Has Coiling Fan No Cfm Per Watt Water Distribution Water Fixture Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? Low -flow No 70 No No No I. Clothes Dryer Fuel Type Electric Cef 2-61739 Field Utilizabon Timer Controls Clothes Washer' .. Label Energy Rating 487 kWWYear Electric Rate $0-08/kWh Annual Gas Cost $2300 Gas Rate S0-69fTherm Capacity 3.2 Imef 0,80737 ! " Kitchen ,, -'"Ap—p I i a' n ce s C Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Notes Standard 0.67 Electric No No 500 kWh/Year W0-% nergyLogic M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac- Residential &light Commercial HVAC Loads _ Elite Software Development, Inc. Smith.& Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Pae 1 Prot Report 1 General Project Information Project Title: Remington - Quail Ridge - 5295 Pierson Ct Designed By: McKennon Piil Project Date: Friday, October 27, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 tel, Client Phone: (303) 420-2899 x 214 rlfh Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil✓/a' r,Q` Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com sign 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: 975 CFM Per Square ft.: 0.245 Square ft. of Room Area: 3,975 Square ft. Per Ton: 2,256 Volume (ft3) of Cond. Space: 37,900 Building Loads Total Heating Required Including Ventilation Air: 46,707 Btuh 46.707 MBH Total Sensible Gain: 23,549 Btuh 100 % Total Latent Gain: -2,406 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,549 Btuh 1.96 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 - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development Inc.1 Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 2 1 Miscellaneous Report F System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grams 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: 0.278 AC/hr 0.250 AC/hr 128 CFM 115 CFM Infiltration Actual: 0.319 AC/hr 0.295 AC/hr Above Grade Volume: X 27.589 Cu.ft. X 27,589 Cu.ft. 8,809 Cu.ft./hr 8,139 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 147 CFM 136 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 (115 CFM) Summer Infiltration Specified: 0.250 AC/hr (115 CFM) M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Pa e 3 Load Preview Report Net ft? Sen Lat Net Sen Sys Htg sys Cgs Sys Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 1.96 2256 3,975 23,549 -2,406 23,549 46,707 917 975 975 System 1 1.96 2,256 3,975 23,549 -2,406 23,549 46,707 917 975 975 21x20 Humidification 4,347 Zone 1 3,975 23,549 -2,406 23,549 42,360 917 975 975 10x17 1-Basement 1,111 920 -82 920 7,135 154 38 154 5,5,5,5 2-Crawl Space 259 84 -56 84 1,503 33 3 33 Not MDD: 1--4 3-WIC 54 423 -136 423 1,149 25 18 25 5 4-Mud Room 111 748 -238 748 2,205 48 31 48 5 5-Great Room 328 5,146 -305 5,146 5,986 130 213 213 7,7,7 6-Study 156 2,050 -286 2,050 2,911 63 85 85 6,6 7-PWDR 33 180 -55 180 537 12 7 12 4 8-Foyer 212 1,321 -297 1,321 2,598 56 55 56 6 9-Dining/Kitchen 477 4,522 -482 4,522 5,484 119 187 187 6,6,6 10-WIC 108 506 -154 506 1,359 29 21 29 5 11-Lndry 66 631 -51 631 713 15 26 26 4 12-Bedroom 2 170 1,700 58 1,758 2,039 44 70 70 6,6 13-Mstr Suite 304 2,331 -75 2,331 3,096 67 97 97 6,6 14-Mstr Bath 122 425 -62 425 924 20 18 20 5 15-WC 19 181 -43 181 481 10 8 10 4 16-Bath 2 70 582 -132 582 1,316 28 24 28 5 17-Bedroom 3 186 1,601 -10 1,601 2,612 57 66 66 5,6 18-Hall 189 198 0 198 312 7 8 8 Not MDD: 1--4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. An M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM RhvAc - Residential & Light Commercial HVAC toads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 M Page 4 Manual D Ductsize Data - Duct System 1 - Su 1 ---Duct Name, etc. Runout 0.0003 6 245 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 -220, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 55.2 Runout 0.0003 6 245 0.004 Up: ST -390 55 4.7 0.019 0.006 Rnd 21.7 6.6 33.5 0.011 Presize 48 34 0.451 0.349 ---Duct Name: SR -230, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 44.5 Runout 0.0003 6 245 0.003 Up: ST -290 55 4.7 0.019 0.006 Rnd 15.5 6.6 29.0 0.009 Presize 48 24.3 0.453 0.347 ---Duct Name: SR -240, Supplies: WC, Fitting: 2-I, Effective Length: 29.3 Runout 0.0003 4 115 0.001 Up: ST -290 128 3.1 0.008 0.001 Rnd 13.8 4.4 15.5 0.002 Presize 10 14.5 0.460 0.340 ---Duct Name: SR -250, Supplies: WIC, Fitting: 2-I, Effective Length: 46.1 Runout 0.0003 5 213 0.003 Up: ST -300 128 3.9 0.017 0.005 Rnd 17.7 5.5 28.4 0.008 Presize 29 23.1 0.454 0.346 ---Duct Name: SR -260, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 26.5 Runout 0.0003 5 147 0.001 Up: ST -210 128 3.9 0.009 0.001 Rnd 11.3 5.5 15.2 0.002 Presize 20 14.8 0.460 0.340 ---Duct Name: SR -280, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 40.9 Runout 0.0003 6 178 0.002 Up: ST -360 55 4.7 0.011 0.003 Rnd 16.8 6.6 24.0 0.005 Presize 35 26.4 0.461 0.339 ---Duct Name: SR -290, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 38.0 Runout 0.0003 6 178 0.002 Up: ST -370 55 4.7 0.011 0.002 Rnd 16.8 6.6 21.2 0.004 Presize 35 26.4 0.462 0.338 ---Duct Name: SR -300, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 16.7 Runout 0.0003 5 242 0.000 Up: ST -170 55 3.9 0.024 0.004 Rnd 1.0 5.5 15.7 0.004 Presize 33 1.3 0.462 0.338 ---Duct Name: SR -310, Supplies: Bath 2, Fitting: 2-I, Effective Length: 35.0 Runout 0.0003 5 205 0.002 Up: ST -160 128 3.9 0.016 0.004 Rnd 10.7 5.5 24.3 0.006 Presize 28 14 0.460 0.340 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Manual D Ductsize Data - Duct S stem 1 - Supply (cont'd) ---Duct Name, etc. 0.0003 Runout 0.0003 6 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 -320, Supplies: Bedroom 3, Effective Length: 6.7 0.0003 Runout 0.0003 6 168 Up: ST -170 55 4.7 0.010 Rnd 6.7 6.6 0.0 Presize 33 10.5 0.465 ---Duct Name: SR -340, Supplies: Basement, Fitting: 2-I, Effective Length: 33.8 Rnd Runout 0.0003 5 286 Up: ST -110 128 3.9 0.029 Rnd 6.0 5.5 27.8 Presize 39 7.9 0.458 ---Duct Name: SR -330, Supplies: Basement, Fitting: 2-I, Effective Length: 28.7 Runout 0.0003 5 Up: ST -120 128 3.9 Rnd 10.7 5.5 Presize 39 14 ---Duct Name: SR -350, Supplies: Basement, Fitting: 2-I, Effective Length: 40.9 Runout 0.0003 5 Up: ST -270 128 3.9 Rnd 10.3 5.5 Presize 39 13.5 ---Duct Name: SR -360, Supplies: Basement, Fitting: 2-I, Effective Length: 38.7 Runout 0.0003 5 Up: ST -270 128 3.9 Rnd 8.2 5.5 Presize 39 10.7 ---Duct Name: SR -100, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 51.5 Runout 0.0003 6 Up: ST -280 55 4.7 Rnd 15.8 6.6 Presize 62 24.9 ---Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 51.5 Runout 0.0003 6 Up: ST -310 55 4.7 Rnd 15.8 6.6 Presize 62 24.9 ---Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 31.9 Runout 0.0003 6 Up: ST -210 55 4.7 Rnd 10.8 6.6 Presize 62 17 ---Duct Name: SR -130, Supplies: Great Room, Fitting: 2-I, Effective Length: 38.7 Runout 0.0003 7 Up: ST -260 55 5.4 Rnd 10.3 7.7 Presize 71 18.9 286 0.029 18.0 0.460 286 0.029 30.5 0.450 286 0.029 30.5 0.451 316 0.030 35.7 0.448 316 0.030 35.7 0.447 316 0.030 21.1 0.452 266 0.018 28.4 0.459 0.001 0.000 0.001 0.335 0.002 0.008 0.010 0.342 0.003 0.005 0.008 0.340 0.003 0.009 0.012 0.350 0.002 0.009 0.011 0.349 0.005 0.011 0.016 0.352 0.005 0.011 0.016 0.353 0.003 0.006 0.010 0.348 0.002 0.005 0.007 0.341 MA ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential 8, Light Commercial HVAC Loads Elite Software Development, InC Smith &Willis HVAC LLC Remington Quail Ridge 5295 Pierson Ct Littleton, CO 80125 e 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. - 266 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Szin CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -140, Supplies: Great Room, Fitting: 2-I, Effective Length: 34.9 Runout 0.0003 7 266 0.002 Up: ST -250 55 5.4 0.018 0.005 Rnd 10.3 7.7 24.6 0.006 Presize 71 18.9 0.459 0.341 ---Duct Name: SR -150, Supplies: Great Room, Fitting: 2-I, Effective Length: 42.5 Runout 0.0003 7 266 0.002 Up: ST -140 55 5.4 0.018 0.006 Rnd 10.3 7.7 32.2 0.008 Presize 71 18.9 0.459 0.341 ---Duct Name: SR -160, Supplies: WIC, Fitting: 2-I, Effective Length: 20.0 Runout 0.0003 5 183 0.000 Up: ST -410 128 3.9 0.013 0.002 Rnd 1.3 5.5 18.7 0.003 Presize 25 1.7 0.465 0.335 ---Duct Name: SR -170, Supplies: Mud Room, Fitting: 2-I, Effective Length: 27.5 Runout 0.0003 5 352 0.004 Up: ST -350 128 3.9 0.042 0.008 Rnd 8.5 5.5 19.0 0.012 Presize 48 11.1 0.456 0.344 ---Duct Name: SR -180, Supplies: Foyer, Fitting: 2-I, Effective Length: 46.9 Runout 0.0003 6 285 0.006 Up: ST -240 128 4.7 0.023 0.005 Rnd 24.2 6.6 22.7 0.011 Presize 56 38 0.454 0.346 ---Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Effective Length: 63.6 Runout 0.0003 6 214 0.005 Up: ST -220 55 4.7 0.015 0.005 Rnd 31.2 6.6 32.4 0.010 Presize 42 49 0.453 0.347 ---Duct Name: SR -200, Supplies: Study, Fitting: 2-I, Effective Length: 63.6 Runout 0.0003 6 214 0.005 Up: ST -390 55 4.7 0.015 0.005 Rnd 31.2 6.6 32.4 0.010 Presize 42 49 0.452 0.348 ---Duct Name: SR -210, Supplies: PWDR, Fitting: 2-I, Effective Length: 27.8 Runout 0.0003 4 138 0.002 Up: ST -210 128 3.1 0.011 0.001 Rnd 16.7 4.4 11.2 0.003 Presize 12 17.5 0.459 0.341 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 53.7 Trunk 0.0003 22.4 330 0.000 Up: Fan 55 21 0.007 0.004 Rect 0.7 20 53.0 0.274 Presize 963 4.8 0.468 0.332 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 E Page 7 Manual D Ductsize Data - Duct System 1 - Supply contb ---Duct Name, etc. Trunk 0.0003 16.9 Type Roughness Diameter Velocity SPL.Duc Jpstream Temperature Width Loss/100 SPL.Fi, >hape Length Height Fit.Eq.Len SPL.To Sizing CFM Area SP.Avail SPL.Cumu ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 521 0.001 Up: SMT -100 55 25 0.025 0.000 Rect 2.2 10 0.0 0.001 Presize 904 12.6 0.467 0.333 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.8 0.000 Up: ST -290 55 14 Trunk 0.0003 16.9 65 0.000 Up: SMT -100 128 25 0.001 0.000 Rect 1.8 10 0.0 0.000 Presize 112 10.7 0.468 0.332 ---Duct Name: ST -130, Effective Length: 12.0 Rect 6.2 10 0.0 0.001 Trunk 0.0003 12.9 191 0.001 Up: ST -400 55 14 0.005 0.000 Rect 12.0 10 0.0 0.001 Presize 186 48 0.466 0.334 ---Duct Name: ST -140, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 16.9 408 0.000 Up: ST -400 55 25 0.016 0.000 Rect 1.7 10 0.0 0.000 Presize 708 9.7 0.467 0.333 ---Duct Name: ST -150, Effective Length: 3.3 Trunk 0.0003 12.9 191 0.000 Up: ST -130 55 14 0.005 0.000 Rect 3.3 10 0.0 0.000 Presize 186 13.3 0.466 0.334 ---Duct Name: ST -160, Effective Length: 4.2 Trunk 0.0003 12.9 123 0.000 Up: ST -150 55 14 0.003 0.000 Rect 4.2 10 0.0 0.000 Presize 120 16.7 0.466 0.334 ---Duct Name: ST -170, Effective Length: 8.8 Trunk 0.0003 12.9 68 0.000 Up: ST -150 55 14 0.001 0.000 Rect 8.8 10 0.0 0.000 Presize 66 35.3 0.466 0.334 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 90 0.000 Up: ST -290 55 14 0.001 0.000 Rect 0.8 10 0.0 0.000 Presize 87 3.3 0.462 0.338 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 6.2 Trunk 0.0003 12.9 389 0.001 Up: ST -280 55 14 0.019 0.000 Rect 6.2 10 0.0 0.001 Presize 378 24.7 0.462 0.338 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development Inc. Smith & Willis HVAC LLC Remington Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont'o - - Duct Name, etc. Type Roughness Diameter Velocity Upstream Temperature Width Loss/100 Shape Length Height Fit.Eq.Len Sizing CFM Area SP.Avail ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 3.2 Up: ST -140 Trunk 0.0003 15.2 356 Up: ST -250 55 20 0.014 Rect 3.2 10 0.0 Presize 495 15.8 0.465 ---Duct Name: ST -250, Feeds Into: Basement, Effective Length: 5.8 Trunk 0.0003 16.9 Up: ST -260 55 25 Rect 5.8 10 Presize 566 34 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 5.8 Trunk 0.0003 16.9 Up: ST -140 55 25 Rect 5.8 10 Presize 637 34 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 Up: ST -300 128 14 Rect 0.8 10 Presize 260 3.3 ---Duct Name: ST -280, Feeds Into: Basement, Effective Length: 4.8 Trunk 0.0003 12.9 Up: ST -240 55 14 Rect 4.8 10 Presize 440 19.3 ---Duct Name: ST -290, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -390 55 14 Rect 1.0 10 Presize 143 4 ---Duct Name: ST -300, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -310 128 14 Rect 1.0 10 Presize 289 4 ---Duct Name: ST -310, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 Up: ST -220 55 14 Rect 0.8 10 Presize 336 3.3 ---Duct Name: SR -370, Supplies: Lndry, Fitting: 2-I, Effective Length: 18.7 Runout 0.0003 4 Up: ST -380 55 3.1 Rnd 6.3 4.4 Presize 26 6.6 326 0.011 0.0 0.465 367 0.013 0.0 0.466 267 0.009 0.0 0.462 453 0.025 0.0 0.464 147 0.003 0.0 0.462 297 0.011 0.0 0.462 SPL. Duct SPL. Fit SPL.Tot SPL.Cumul 0.000 0.000 0.000 0.335 0.001 0.000 0.001 0.335 0.001 0.000 0.001 0.334 0.000 0.000 0.000 0.338 0.001 0.000 0.001 0.336 0.000 0.000 0.000 0.338 0.000 0.000 0.000 0.338 346 iy, 0.000 0.015 0.000 0.0x 0.000 0.462 ' 'qt; 0.338 IVi< 298 0.003 0.046 0.006 12.4 0.009 0.457 0.343 MA ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -.Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC? Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 9 Manual D Ductsize Data - Duct System 1 - Supply cont'd ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Sizing CFM Height Area Fit.Eq.Len SP.Avail SPL.Tot ---Duct Name: ST-350, Feeds Into: Basement, Effective Length: 4.3 Trunk 0.0003 12.9 49 0.000 Up: ST-410 128 14 0.000 0.000 Rect 4.3 10 0.0 0.000 Presize 48 17.3 0.468 0.332 ---Duct Name: ST-360, Effective Length: 2.3 Trunk 0.0003 12.9 99 0.000 Up: ST-160 55 14 0.002 0.000 Rect 2.3 10 0.0 0.000 Presize 96 9.3 0.466 0.334 ---Duct Name: ST-370, Effective Length: 8.2 Trunk 0.0003 12.9 63 0.000 Up: ST-360 55 14 0.001 0.000 Rect 8.2 10 0.0 0.000 Presize 61 32.7 0.466 0.334 ---Duct Name: ST-380, Effective Length: 0.8 Trunk 0.0003 12.9 27 0.000 Up: ST-370 55 14 0.000 0.000 Rect 0.8 10 0.0 0.000 Presize 26 3.3 0.466 0.334 ---Duct Name: ST-390, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 240 0.000 Up: ST-270 55 14 0.008 0.000 Rect 0.7 10 0.0 0.000 Presize 233 2.7 0.462 0.338 ---Duct Name: ST-400, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 515 0.001 Up: ST-110 55 25 0.025 0.000 Rect 2.2 10 0.0 0.001 Presize 894 12.6 0.467 0.333 ---Duct Name: ST-410, Feeds Into: Basement, Effective Length: 1.3 Trunk 0.0003 12.9 75 0.000 Up: ST-120 128 14 0.001 0.000 Rect 1.3 10 0.0 0.000 Presize 73 5.3 0.468 0.332 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 Number of active trunks: 25 Number of active runouts: 27 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. g P Smith &Willis HVAC LLC Remington -Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 E Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'dL Summary Total runout outlet airflow: 1,125 Main trunk airflow: 963 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -130 Smallest trunk diameter: 12.9 ST -130 Smallest runout diameter: 4 SR -240 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.353 SR -110 Return loss added to supply: 0.058 Total effective length of return ( ft.): 270.8 Hall High Total effective length of supply ( ft.): 137.9 SR -110 Overall total effective length ( ft.): 408.7 Hall High to SR -110 Design overall friction rate per 100 ft.: 0.130 (Available SP x 100 /TEL) System duct surface area (No Scenario): 912.3 Total system duct surface area: 912.3 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Ltght Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E -Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 _ _ - _ _ _ _ Page 11 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Runout 0.0003 7 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: Hall High, Returns From: Hall, Fittings: 8-132, 6-F, Effective Length: 58.9 Runout 0.0003 7 299 0.002 Up: RT -170 75 5.4 0.022 0.011 Rnd 10.3 7.7 48.6 0.013 Presize 80 18.9 -0.001 0.013 ---Duct Name: Hall High, Returns From: Hall, Fittings: 8-132, 6-F, Effective Length: 60.9 Fitting: 6-F, Effective Length: Runout 0.0003 7 299 0.003 Up: RT -160 75 5.4 0.022 0.011 Rnd 12.3 7.7 48.6 0.013 Presize 80 22.6 0.000 0.013 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 29.2 Runout 0.0003 5 242 0.004 Up: RT -120 75 3.9 0.023 0.002 Rnd 19.0 5.5 10.2 0.007 Presize 33 24.9 -0.007 0.007 ---Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 21.5 Runout 0.0003 7 322 0.001 Up: RT -190 75 5.4 0.025 0.004 Rnd 4.7 7.7 16.8 0.005 Presize 86 8.6 -0.010 0.005 ---Duct Name: Mud High, Returns From: Great Room, Fitting: 6-F, Effective Length: 41.4 Runout 0.0003 12.9 541 0.002 Up: RT -110 75 14 0.034 0.012 Rect 5.8 10 35.6 0.014 Presize 526 23.3 -0.003 0.014 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 33.6 Runout 0.0003 7 299 0.004 Up: RT -140 75 5.4 0.022 0.004 Rnd 17.0 7.7 16.6 0.007 Presize 80 31.2 -0.006 0.007 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 33.6 Runout 0.0003 7 299 0.004 Up: RT -150 75 5.4 0.022 0.004 Rnd 17.0 7.7 16.6 0.007 Presize 80 31.2 -0.006 0.007 ---Duct Name: Foyer Low, Returns From: Foyer, Fitting: 6-F, Effective Length: 33.6 Runout 0.0003 7 299 0.004 Up: RT -130 75 5.4 0.022 0.004 Rnd 17.0 7.7 16.6 0.007 Presize 80 31.2 -0.006 0.007 ---Duct Name: Foyer High, Returns From: Foyer, Fittings: 8-132, 6-F, Effective Length: 61.3 Runout 0.0003 7 299 0.003 Up: RT -180 75 5.4 0.022 0.011 Rnd 12.7 7.7 48.6 0.014 Presize 80 23.2 0.000 0.014 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Littleton, CO 80125 _ _- MRemington Elite Software Development, Ino. - Quail Ridge - 5295 Pierson Ct Pa a 12 Manual D Ductsize Data - Duct System 1 - Return cont' 75 25 ---Duct Name, etc. 0.040 Rect 0.7 12 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizino CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-12, 5-N, Effective Length: 182.2 Trunk 0.0003 18.6 540 0.000 Up: Fan 75 25 0.022 0.040 Rect 0.7 12 181.5 0.041 Presize 1,125 4.4 -0.018 0.058 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 2.7 Trunk 0.0003 16.9 648 0.001 Up: RMT -100 75 25 0.036 0.000 Rect 2.7 10 0.0 0.001 Presize 1,125 15.6 -0.017 0.057 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.8 Trunk 0.0003 Trunk 0.0003 15.2 24 0.000 Up: RT -130 75 20 0.000 0.000 Rect 1.8 10 0.0 0.000 Presize 33 9.2 -0.013 0.007 ---Duct Name: RT -130, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: RT -140 75 20 Rect 1.2 10 Presize 113 5.8 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: RT -150 75 20 Rect 1.2 10 Presize 193 5.8 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RT -160 75 20 Rect 1.0 10 Presize 273 5 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 15.2 Up: RT -170 75 20 Rect 0.8 10 Presize 353 4.2 ---Duct Name: RT -170, Feeds From: Basement, Effective Length: 0.7 Trunk 0.0003 15.2 Up: RT -180 75 20 Rect 0.7 10 Presize 433 3.3 ---Duct Name: RT -180, Feeds From: Basement, Effective Length: 9.2 Trunk 0.0003 15.2 Up: RT -190 75 20 Rect 9.2 10 Presize 513 45.8 81 0.000 0.001 0.000 0.0 0.000 0.013 0.007 139 0.000 0.003 0.000 0.0 0.000 -0.013 0.007 197 0.000 0.005 0.000 0.0 0.000 -0.013 0.007 254 0.000 0.007 0.000 0.0 0.000 0.013 0.054 312 0.000 0.011 0.000 0.0 0.000 -0.014 0.054 369 0.001 0.014 0.000 0.0 0.001 -0.014 0.054 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM R ac - Residential & Light Commercial HVACLoads Elite Software Development, Inc. th &WillisHVAC LLC Remington - Quail Ridge - 5295 Pierson Ct ton, CO 80125Pae 13 -----— Manual D Ductsize Data - Duct System 1 - Return (cont'o Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot j Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -190, Feeds From: Basement, Effective Length: 14.3 Trunk 0.0003 16.9 345 0.002 Up: RT -110 75 25 0.012 0.000 Rect 14.3 10 0.0 0.002 Presize 599 83.6 -0.015 0.056 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: 10 Number of active runouts: 9 Total runout outlet airflow: 1,125 Main trunk airflow: 1,125 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Mud High Smallest trunk diameter: 15.2 RT -120 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.013 Hall High Return loss added to supply: 0.058 Total effective length of return ( ft.): 270.8 Hall High System duct surface area (No Scenario): 397.7 Total system duct surface area: 397.7 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. vvhe;�r LilCiy f: 3uild�nr �)tViatci,. M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Paae 14 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 521.5 10,801 0 14,054 14,054 SHGC 0.3 Remington Door: Door-U=0.2 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 864.1 3,040 0 0 0 R11 Draped-7: Wall-Basement, Custom, R11 Draped 240.5 870 0 15 15 R11 Draped-6: Wall- 61 222 0 5 5 R11 Draped-4: Wall-Basement, Custom, R11 Draped 262.8 991 0 43 43 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2824.5 12,084 0 2,504 2,504 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1759.1 2,428 0 1,726 1,726 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 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1370.1 1,891 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 388.1 615 0 80 80 50 Exposed Floor Subtotals for structure: 33,464 0 18,616 18,616 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 147, Summer CFM: 136 8,896 -3,206 2,263 -943 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.85 gal/day : 4,347 0 0 0 AED Excursion: 0 0 550 550 Total Building Load Totals: 46,707 -2,406 23,549 21,143 Check Figures Total Building Supply CFM: 975 CFM Per Square ft.: 0.245 Square ft. of Room Area: 3,975 Square ft. Per Ton: 2,256 Volume (ft3) of Cond. Space: 37,900 Building Loads Total Heating Required Including Ventilation Air: 46,707 Btuh 46.707 MBH Total Sensible Gain: 23,549 Btuh 100 % Total Latent Gain: -2,406 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,549 Btuh 1.96 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 - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 15 S stem 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description' Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 521.5 10,801 0 14,054 14,054 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 864.1 3,040 0 0 0 R11 Draped -7: Wall -Basement, Custom, R11 Draped 240.5 870 0 15 15 R11 Draped -6: Wall- 61 222 0 5 5 R11 Draped -4: Wall -Basement, Custom, R11 Draped 262.8 991 0 43 43 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2824.5 12,084 0 2,504 2,504 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1759.1 2,428 0 1,726 1,726 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, 1370.1 1,891 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 388.1 615 0 80 80 50 Exposed Floor Subtotals for structure: 33,464 0 18,616 18,616 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 147, Summer CFM: 136 8,896 -3,206 2,263 -943 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.85 gal/day : 4,347 0 0 0 AED Excursion: 0 0 550 550 System 1 Whole House System Load Totals: 46,707 -2,406 23,549 21,143 Check Figures �� Supply CFM: 975 CFM Per Square ft.: 0.245 Square ft. of Room Area: 3,975 Square ft. Per Ton: 2,256 Volume (ft3) of Cond. Space: 37,900 System Loads Total Heating Required Including Ventilation Air: 46,707 Btuh 46.707 MBH Total Sensible Gain: 23,549 Btuh 100 % Total Latent Gain: -2,406 Btuh 0 % Total Cooling Required Including Ventilation Air: 23,549 Btuh 1.96 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 __ Page 16 Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA030""(A,B) CNPV*3617AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395167 27400 13 SEER Natural Gas Furnace 59SC2C080S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE dg.. M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington - Quail Ridge -5295 Pierson Ct Littleton CQ 80125 Page 17 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General . Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,111.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,111.0 sq.ft. Supply Air: 154 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 0.9 AC/hr Volume: 10,003.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 4 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 S -Wall-R11 Draped -9 5.5 X 9 49.5 0.051 3.5 174 0.0 0 0 W -Wall-R11 Draped -9 17 X 9 153 0.051 3.5 538 0.0 0 0 N -Wall-R11 Draped -7 31.2 X 9 240.5 0.051 3.6 870 0.1 0 15 E -Wall-R11 Draped -9 11.2 X 9 100.5 0.051 3.5 354 0.0 0 0 S -Wall-R11 Draped -9 3.7 X 9 33 0.051 3.5 116 0.0 0 0 E -Wall-R11 Draped -9 17.2 X 9 154.5 0.051 3.5 544 0.0 0 0 S -Wall-R11 Draped -9 13 X 9 117 0.051 3.5 412 0.0 0 0 W -Wall-R11 Draped -9 9.7 X 9 87 0.051 3.5 306 0.0 0 0 S -Wall -R11 Draped -6 9 X 9 61 0.051 3.6 222 0.1 0 5 W -Wall-R11 Draped -9 18.8 X 9 169.5 0.051 3.5 596 0.0 0 0 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.1 0 361 Floor -21A-32 1 X 1111.4 1111.4 0.020 1.4 1,534 0.0 0 0 Subtotals for Structure: 6,908 0 841 Infil.: Win.: 3.7, Sum.: 3.5 88 2.567 227 0.656 -82 58 AED Excursion: 21 Room Totals: I 7,135 -82 920 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 18 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 258.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 259.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 1,337.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 33 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 373 ft./min. Percent of Supply: 0 % Runout Air Velocity: 373 ft./min. Actual Winter Infil.: 3 CFM Actual Loss: 0.113 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped-4 16.8 X 5.2 87 0.051 3.8 328 0.2 0 14 E -Wall-R11 Draped-4 11.7 X 5.2 60.3 0.051 3.8 228 0.2 0 10 S -Wall-R11 Draped-4 5.5 X 5.2 28.4 0.051 3.8 107 0.2 0 5 E -Wall-R11 Draped-4 5.5 X 5.2 28.4 0.051 3.8 107 0.2 0 5 S -Wall-R11 Draped-4 11.3 X 5.2 58.6 0.051 3.8 221 0.2 0 9 Floor-21A-32 1 X 258.7 258.7 0.020 1.4 357 0.0 0 0 Subtotals for Structure: 1,348 0 43 Infil.: Win.: 2.6, Sum.: 2.4 60 2.564 155 0.645 -56 39 AED Excursion: 2 Room Totals: 1,503 -56 84 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Pae 19 Detailed Room Loads - Room 3 - WIC (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 54.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 54.0 sq.ft. Supply Air: 25 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 549.0 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.: 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-R23 9.7 X 10.2 94.3 0.062 4.3 404 0.9 0 84 S -Wall-R23 4.8 X 10.2 49.1 0.062 4.3 210 0.9 0 44 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 UP-Ceil-1613-50 54 X 1 54 0.020 1.4 74 1.0 0 53 Subtotals for Structure: 771 0 317 Infil.: Win.: 6.2, Sum.: 5.8 147 2.563 378 0.651 -136 96 AED Excursion: 10 Room Totals: 1,149 -136 423 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 20 Detailed Room Loads - Room 4 - Mud Room (Average Load Procedure) General' Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 110.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 111.0 sq.ft. Supply Air: 48 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.5 AC/hr Volume: 1,127.0 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.: 11 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg Lat Sen" Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 17.2 X 10.2 156.8 0.062 4.3 671 0.9 0 139 S -Wall-R23 8.2 X 10.2 70.6 0.062 4.3 302 0.9 0 63 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 S -GIs-Remington shgc-0.3 0%S 12.5 0.300 20.7 259 18.0 0 225 UP-Ceil-16B-50 48.3 X 1 48.3 0.020 1.4 67 1.0 0 47 Subtotals for Structure: 1,545 0 563 Infil.: Win.: 10.9, Sum.: 10.1 258 2.561 660 0.652 -238 168 AED Excursion: 17 Room Totals: 2,205 -238 748 F lq�E. M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac •Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 21 Detailed Room Loads - Room 5 - Great Room (Average Load Procedure General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 327.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 328.0 sq.ft. Supply Air: 213 CFM Ceiling Height: 18.3 ft. Supply Air Changes: 2.1 AC/hr Volume: 5,985.0 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.: 23 CFM Actual Summer Infil.: 21 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 18.8 X 18.2 233.6 0.062 4.3 1,000 0.9 0 207 S -Wall-R23 4.8 X 8.1 39 0.062 4.3 167 0.9 0 35 S -Wall-R23 9 X 18.2 164.2 0.062 4.3 703 0.9 0 146 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 UP-Ceil-166-50 318.4 X 1 318.4 0.020 1.4 439 1.0 0 312 Subtotals for Structure: 4,585 0 4,440 Infil.: Win.: 23.1, Sum.: 21.4 547 2.562 1,401 0.651 -505 356 AED Excursion: 120 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 5,986 -305 5,146 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 22 Detailed Room Loads - Room 6 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 155.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 156.0 sq.ft. Supply Air: 85 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.2 AC/hr Volume: 1,582.0 cu.ft. Req. Vent. Cig: 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-R23 13.3 X 10.2 135.6 0.062 4.3 580 0.9 0 120 E -Wall-R23 11.7 X 10.2 73.7 0.062 4.3 315 0.9 0 65 S -Wall-R23 5.5 X 10.2 55.9 0.062 4.3 239 0.9 0 50 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 U P-Ceil-1 613-50 35.7 X 1 35.7 0.020 1.4 49 1.0 0 35 Subtotals for Structure: 2,116 0 1,800 Infil.: Win.: 13.1, Sum.: 12.1 310 2.563 795 0.651 -286 202 AED Excursion: 48 Room Totals: 2,911 -286 2,050 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 23 Detailed Room Loads - Room 7 - PWDR (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.7 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.1 AC/hr Volume: 336.0 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 N -Wall-R23 5.8 X 10.2 51.3 0.062 4.3 219 0.9 0 45 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 Subtotals for Structure: 385 0 137 Infil.: Win.: 2.5, Sum.: 2.3 59 2.564 152 0.658 -55 39 AED Excursion: 4 Room Totals: 537 -55 180 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 24 Detailed Room Loads - Room 8 - Foyer (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 212.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 212.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.6 AC/hr Volume: 2,157.0 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.: 14 CFM Actual Summer Infil.: 13 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain i E -Wall-R23 5.5 X 10.2 31.9 0.062 4.3 137 0.9 0 28 S -Wall-R23 11.3 X 10.2 115.2 0.062 4.3 493 0.9 0 102 E -Wall-R23 11.2 X 10.2 113.6 0.062 4.3 486 0.9 0 101 S -Wall-R23 3.7 X 10.2 37.3 0.062 4.3 160 0.9 0 33 E. -GIs -Remington shgc-0.3 0%S 24 0.300 20.7 497 34.0 0 816 Subtotals for Structure: 1,773 0 1,080 Infil.: Win.: 13.6, Sum.: 12.6 322 2.561 825 0.652 -297 210 AED Excursion: 31 Room Totals: 2,598 -297 1,321 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 25 Detailed Room Loads - Room 9 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 476.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 477.0 sq.ft. Supply Air: 187 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.3 AC/hr Volume: 4,845.0 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.: 22 CFM Actual Summer Infil.: 20 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 17 X 10.2 118.9 0.062 4.3 509 0.9 0 105 N -Wall-R23 28.8 X 10.2 248.2 0.062 4.3 1,062 0.9 0 220 S -Wall-R23 5.5 X 10.2 35.9 0.062 4.3 154 0.9 0 32 S -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 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 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 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 11.5 0 172 UP-Ceil-16B-50 68 X 1 68 0.020 1.4 94 1.0 0 67 Subtotals for Structure: 4,147 0 2,876 Infil.: Win.: 22.1, Sum.: 20.4 522 2.561 1,337 0.651 -482 340 AED Excursion: 106 Equipment: _ _ _ _ 0 1,200 Room Totals: 5,484 -482 4,522 I M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 26 Detailed Room Loads - Room 10 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 107.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 108.0 sq.ft. Supply Air: 29 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 872.0 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 Gain N -Wall-R23 9 X 8.1 72.7 0.062 4.3 311 0.9 0 64 E -Wall-R23 3 X 8.1 24.2 0.062 4.3 104 0.9 0 21 N -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 E -Wall-R23 5 X 8.1 36.4 0.062 4.3 156 0.9 0 32 S -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 E -Wall-R23 1.7 X 8.1 13.5 0.062 4.3 58 0.9 0 12 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 UP-Ceil-166-50 107.8 X 1 107.8 0.020 1.4 149 1.0 0 106 Subtotals for Structure: 931 0 385 Infil.: Win.: 7.1, Sum.: 6.5 167 2.563 428 0.653 -154 109 AED Excursion: 12 Room Totals: 1,359 -154 506 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC ® Elite Software Development, Inc. Remington - Quail Ridge - 5295 Pierson Ct Littleton C080125 Page 27 Detailed Room Loads - Room 11 - Lndry (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 6.8 ft. System Number: 1 Room Width: 9.7 ft. Zone Number: 1 Area: 66.0 sq.ft. Supply Air: 26 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.9 AC/hr Volume: 534.0 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 Cig Lat Sen Description _ Quantity Valle HTM Loss HTM Gain Gain E -Wall-R23 6.8 X 8.1 41.2 0.062 4.3 176 0.9 0 37 E -GIs-Remington shgc-0.3 0%S 14 0.300 20.7 290 34.0 0 476 UP-Ceil-16B-50 66.1 X 1 66.1 0.020 1.4 91 1.0 0 65 Floor-R50 1 X 9.7 9.7 0.023 1.6 15 0.2 0 2 Subtotals for Structure: 572 0 580 Infil.: Win.: 2.3, Sum.: 2.2 55 2.555 141 0.652 -51 36 AED Excursion: 15 Room Totals: 713 -51 631 f U'Idlr M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 28 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 170.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 170.0 sq.ft. Supply Air: 70 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.1 AC/hr Volume: 1,374.0 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 Cig Lal Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 4.5 X 8.1 36.4 0.062 4.3 156 0.9 0 32 E -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 S -Wall-R23 2.5 X 8.1 20.2 0.062 4.3 86 0.9 0 18 E -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-16B-50 170 X 1 170 0.020 1.4 235 1.0 0 167 Floor -1350 1 X 164.9 164.9 0.023 1.6 262 0.2 0 34 Subtotals for Structure: 1,646 0 1,330 Infil.: Win.: 6.5, Sum.: 6.0 154 2.560 393 0.651 -142 100 AED Excursion: 40 People: 200 ]at/per,_ 230 sen/per: 1 _ 200 230 Room Totals: 2,039 58 1,700 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -.Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 29 Detailed Room Loads - Room 13 - Mstr Suite (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 304.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 304.0 sq.ft. Supply Air: 97 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.4 AC/hr Volume: 2,458.0 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 W -Wall-R23 17 X 8.1 98.4 0.062 4.3 421 0.9 0 87 N -Wall-R23 17.3 X 8.1 140 0.062 4.3 599 0.9 0 124 S -Wall-R23 2.5 X 8.1 20.2 0.062 4.3 86 0.9 0 18 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 9 0.300 20.7 186 34.0 0 306 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-1613-50 304.1 X 1 304.1 0.020 1.4 420 1.0 0 298 Subtotals for Structure: 2,334 0 1,853 Infil.: Win.: 12.6, Sum.: 11.6 298 2.561 762 0.652 -275 194 AED Excursion: 54 People: 200 [at/per, 230 sen/per: _ 1 _ _ 200 230 Room Totals: 3,096 -75 2,331 I M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 30 Detailed Room Loads - Room 14 - Mstr Bath (Average Load Procedure 'general Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 122.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 122.0 sq.ft. Supply Air: 20 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 988.0 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 Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 8.3 X 8.1 49.3 0.062 4.3 211 0.9 0 44 N -GIs-Remington shgc-0.3 100%S 6 0.300 20.7 124 11.5 0 69 N -GIs-Remington shgc-0.3 100%S 12 0.300 20.7 248 11.5 0 138 UP-Ceil-16B-50 122.2 X 1 122.2 0.020 1.4 169 1.0 0 120 Subtotals for Structure: 752 0 371 Infil.: Win.: 2.8, Sum.: 2.6 67 2.555 172 0.654 -62 44 AED Excursion: 10 Room Totals: 924 -62 425 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HV Smith & Willis HVAC LLC Littleton, CO 80125 Elite software Development, Inc. Remington - Quail Ridge - 5295 Pierson Ct Page 31 Detailed_ Room Loads -Room 15 - WC (Average Load Procedure) General _. - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 3.3 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 19.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 157.0 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 CIg Lat Sen Description Quantity Value HTM HTM Gain Gain N -Wall-R23 5.8 X 8.1 39.1 0.062 _Loss 4.3 167 0.9 0 35 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 11.5 0 92 UP-Ceil-16B-50 19.4 X 1 19.4 0.020 1.4 27 1.0 0 19 Subtotals for Structure: 360 0 146 Infil.: Win.: 2.0, Sum.: 1.8 47 2.569 121 0.658 -43 31 AED Excursion: 4 Room Totals: 481 -43 181 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Page 32 Detailed Room Loads - Room 16 - Bath 2 (Average Load Procedure) General. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.0 ft. System Number: 1 Room Width: 11.7 ft. Zone Number: 1 Area: 70.0 sq.ft. Supply Air: 28 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 566.0 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.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 6 X 8.1 40.5 0.062 4.3 173 0.9 0 36 S -Wall-R23 11.7 X 8.1 94.3 0.062 4.3 403 0.9 0 84 E -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-16B-50 70 X 1 70 0.020 1.4 97 1.0 0 69 Floor-R50 1 X 70 70 0.023 1.6 111 0.2 0 14 Subtotals for Structure: 950 0 475 Infil.: Win.: 6.0, Sum.: 5.6 143 2.563 366 0.651 -132 93 AED Excursion: 14 Room Totals: 1,316 -132 582 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 33 Detailed Room Loads - Room 17 - Bedroom 3 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 185.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 186.0 sq.ft. Supply Air: 66 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 1,499.0 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.: 10 CFM Actual Summer Infil.: 9 CFM Item Area -U- Htg Sen Clg Lat Sen Descri tion Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 8.2 X 8.1 62 0.062 4.3 265 0.9 0 55 E -Wall-R23 8 X 8.1 60.6 0.062 4.3 259 0.9 0 54 S -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 18.0 0 541 UP-Ceil-16B-50 185.5 X 1 185.5 0.020 1.4 256 1.0 0 182 Floor -R50 1 X 111.2 111.2 0.023 1.6 176 0.2 0 23 Subtotals for Structure: 2,029 0 1,186 Infil.: Win.: 9.6, Sum.: 8.9 228 2.561 583 0.650 -210 148 AED Excursion: 37 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,612 -10 1,601 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial Smith & Willis HVAC LLC HVAC Loads E Elite Software Development, Inc. Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 Pa e 34 Faetailed Room Loads - Room 18 - Hall (Average Load Procedure) General.. _ - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 189.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 189.0 sq.ft. Supply Air: 8 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.3 AC/hr Volume: 1,531.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 8 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 94 ft./min. Percent of Supply: 0 % Runout Air Velocity: 94 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.009 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-16B-50 189.4 X 1 189.4 0.020 1.4 261 1.0 0 186 Floor -R50 1 X 32.4 32.4 0.023 1.6 51 0.2 0 7 Subtotals for Structure: 312 0 193 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion: 5 Room Totals: 312 0 198 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125Page 35J ---- --------- - FS-Ystem 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh 1 Basement 1,111 7,135 154 5,5,5,5 - 920 -82 52 154 2 Crawl Space 259 1,503 33 11-4 373 84 -56 5 33 3 WIC 54 1,149 25 5 - 423 -136 24 25 4 Mud Room 111 2,205 48 5 748 -238 43 48 5 Great Room 328 5,986 130 7,7,7 5,146 -305 293 213 6 Study 156 2,911 63 6,6 2,050 -286 117 85 7 PWDR 33 537 12 4 180 -55 10 12 8 Foyer 212 2,598 56 6 1,321 -297 75 56 9 Dining/Kitchen 477 5,484 119 6,6,6 4,522 -482 257 187 10 WIC 108 1,359 29 5 506 -154 29 29 11 Lndry 66 713 15 4 631 -51 36 26 12 Bedroom 2 170 2,039 44 6,6 1,700 58 97 70 13 Mstr Suite 304 3,096 67 6,6 2,331 -75 133 97 14 Mstr Bath 122 924 20 5 425 -62 24 20 15 WC 19 481 10 4 181 -43 10 10 16 Bath 2 70 1,316 28 5 582 -132 33 28 17 Bedroom 3 186 2,612 57 5,6 1,601 -10 91 66 18 Hall 189 312 7 11-4 94 198 0 11 8 Humidification 4,347 System 1 total 3,975 46,707 917 23,549 -2,406 1,341 975 System 1 Main Trunk Size: 21 x20 in. Velocity: 330 ft./min Loss per 100 ft.: 0.007 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 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.96 111% / -11% 23,549 -2,406 23,549 Actual: 2.28 100%/0% 27,400 0 27,400 Equipment Data Heatino System Coolino System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S17--16 CA13NA030--' (A,B) Indoor Model: CNPV'3617AL`+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 27400 Sensible Capacity: n/a 27,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395167 M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5295 Pierson Ct Littleton CO 80125 Page 36 FB-uildiqg 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 *154 154 154 154 154 154 154 154 5,5,5,5 2 Crawl Space *33 33 33 33 33 33 33 33 1--4 3 WIC *25 25 25 25 25 25 25 25 5 4 Mud Room *48 48 48 48 48 48 48 48 5 5 Great Room *213 171 130 169 210 189 156 191 7,7,7 6 Study *85 77 63 76 84 66 63 66 6,6 7 PWDR 12 12 *17 14 12 13 17 12 4 8 Foyer *56 56 56 56 56 56 56 56 6 9 Dining/Kitchen 187 193 207 200 197 208 *218 201 6,6,6 10 WIC *29 29 29 29 29 29 29 29 5 11 Lndry *26 24 19 23 26 20 15 20 4 12 Bedroom 2 *70 66 58 65 69 57 47 58 6,6 13 Mstr Suite *97 82 69 81 95 88 79 89 6,6 14 Mstr Bath 20 28 *40 31 22 31 39 27 5 15 WC 10 12 *18 14 10 13 17 12 4 16 Bath 2 *28 28 28 28 28 28 28 28 5 17 Bedroom 3 66 80 *93 72 57 71 90 78 5,6 18 Hall 8 8 *9 8 8 8 9 8 1--4 * Indicates highest CFM of all rotations. I Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 00 East *975 23,549 *-2,406 1.96 450 Southeast 975 22,594 -2,406 1.88 900 South 975 19,864 -2,406 1.66 1350 Southwest 975 22,876 -2,406 1.91 180, West 975 23,368 -2,406 1.95 225' Northwest 975 23,285 -2,406 1.94 270° North 975 20,403 -2,406 1.70 3150 Northeast 975 *24,245 -2,406 *2.02 * Indicates highest value of all rotations. J x��jtlF M:\ ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM Rhvac -Residential & Light Commercial'HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Quail Ridge - 5295 Pierson Gt Littleton CO 80125 Page 37 Building Rotation Report (cont'd) N C O H 07 C 2.0 1.9 1.7 1.6 Building Rotation Tonnage East Southeast South Southwest West Northwest North Northeast Direction House Faces —+— Buildinq Net Tonnaqe MA ...\Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM FRhvac __ Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5295 Pierson Ct Littleton, CO 80125 M ____ __ Page 38 [Building Rotation R_ep_or_t(cont'q) Building Rotation Hourly Net Gain 29,000 ......... . . ...... House faces Southeast 28,000 27,000 ... .. .. * ............ .... ...... .. ....... ....... ..... ...... ... ................... House faces West House faces Northwest 26,000 ........ ....... ........................................ .... ...... .. ........... 25,000 .............. ........ . ... .......... * .. ... .... ....... ........ ......... 24,000 ....... . * ............... * ... ......... . ......... yam ."I . .. ..... 23,000--' .. . .... ........ .. ...... ..... ...... .............. e22,000 .. ............... ....................... . . .. . . .. ........ .......... ........... A, .......... 21,000 .......... .. ... ............ ................................. ....... . ...... 20,000 ......... ......... ............................................................. 19,000 . .... ............................................. ............ .... 18,000 ............................................................................. 17,000 .... .. .............. ........................................................................ 16,000 ■ . ...... .. ......... ...... ...... .. .......................................... 15,000 ..... .... ** ......... .. ........................... Eri 8 am 9 am 10 am 11 am 12 pm 1 Pm 2 pm 3 pm 4 p 5 pm 6 pm 7 pm Time of Day Ar House faces East House faces Southeast House faces South House faces Southwest House faces West House faces Northwest ■ House faces North House faces Northeast MA ... \Remington - Quail Ridge - 5295 Pierson Ct.rhv Friday, October 27, 2017, 1:49 PM i Hca:ing Alr Gcrtlltlonlnc • ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATION DUE TO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE • ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOW CFM UNLESS SUPPLIED BYA2" FLOOR SYSTEM • ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA • TG DENOTES TRANSFER GRILLE • TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH • ROOMS OTHER THAN FULL 09 % BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY • IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND] FLOOR CFM • IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHEDCONDMON AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER • LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES • CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS SR -340,5",39 CF SR -330,5",39 CFM, SR -350,5",39 CFM,Reg:10x4 SR -360,5",39 CFM,Reg:10x4 Crawl RA,5",33 CFM,Grille:12x6 Remington Homes Basement Quail Ridge 5295 Pierson Ct lz�7 North Njw�w Page: 11 x17" Scale: 1/8" = 1'0" HnattrFg Air Conditioning Mud High, 14x10",526 CFM SR -160,5",25 CFM,Reg: SR -170,5",48 CFM,Reg:10x4 SR -100,6",62 CFM,Reg:10x4 SR -140,7",71 CFM,Reg:10x4 I \ SR -110,6",62 CFM,Reg:10x4 SR -130,7".71 CFM.Rea:10x4 Remington Homes Quail Ridge 5295 Pierson Ct SR -190,6",42 CFM,Rog:10x4 SR -1 CFM,Reg:10x4 Foyer High,7",80 CFM,Grille:12x6 SR -210,4",12 CFM,Reg:10x4 Foyer Low,7",80 CFM,Grille:12x6 Foyer High,7",80 CFM,Grille:12x6 Foyer High,7",80 CFM,Grille:12x6 So -200,6",42 CFM,Reg:10x4 Main Floor Page: 11 x17" Scale: 1/8" = 1'0" Smith &Willis 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