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Home My WebLink About5262 Quail Street_A 111 � kn "a >, 00 Cli -2 4. M N M Li N U sp, • � U � � y � iU..Si A. Zcn 'C Cd Lyy p L� C13 cd t.Ct b O m U y� .-- NO s� UO cd U � U00 cd Q U �+ U Cd cd u cn 3 F3 zi y Q" Q5 42 O H O N O z �, -jz;CN Cc 3 >Cd Cn om u m O .0 Cd Cq Q� a. O (D +-' Q U "C c cd cd �l CZ$ oo 0 Fri U N u 03 y p � � � �i � �L•i cCi � ° . rr V� C in G z M M M W G O00 J 00 N m y -0N N O N o M > N y !!!"�"ii•••��111 O o Mo Q U o b z �_ � F� c� ham, a+ r3 o • 3 M �. o o U aP3o 2 v O C> Q O tt R h O U = O 00 J-) C N O .4 > a an b) > z b $ maw o �. Awv 01 ro J l L'°w 3o w to 0 H v 14 V M C °O j. � H C)' 4-)o w+ 03 w to W M >a IM a w Zf 3 H - U p G O N C7 t i fl O rM V 4J N 0 Q O :�. a3i A3UVzrobbj td� v ✓� i°c- �U �_ _ es 53 (IJ U o °' 3s OQbO p i o L o Qo� A v w w % CML Ln C7 o Oc+ a� [z �0'Oa� b a w 03 V L N N aO p d pm rq "', a A U cv z�v1oZ p z H O L7 M w a p. 0 y L'C O C7AaN� 41 q U °j O r O h y L CO a>a WOd�O z -I (d 44 U fq cv o E a Gzo o tH .A.0 �r�+ a s w�wwF.u z z s4 a, s L C 3 O ro p° a U OU0.0.1�1. uo o INSPECTION RECORD Inspection online form: http://www.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERM! i : Z ADDRESS: �&Z OU -0d I a JOB CODESO Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter l 4 104 Foundation Setback Cert. 105 Stem Walls i a4 6 ,. 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical/ Cable/ Conduit 202 Sewer Underground Int. l 4 203 Sewer Underground Ext. 204 Plumbing Underground Int.Az .� ,. 205 Plumbing Underground Ext. 206 Water Underground �9 Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing l 4 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco �9 308 Rough Electrical Residential 5 309 Rough Electrical Commercial 310 Electrical Meter Residential 's- 8- 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 PERMIT: DO,I Zq2-3 ADDRESS: �7.�(�� C�Ld��' JOS CODE.�3R) Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential t3`� 317 Rough Mechanical Commercial 404 Final Electrical Commercial hst 318 Boiler / Furnace c 406 Final Mechanical Commercial 319 Hot water tank 407 Final Plumbing Residential 320 Drywall screw and Nail 408 Final Plumbing Commercial 321 Moisture board / shower walls jaTr 410 Final Window/Door 322 Rough Grading 411 Landscape/Park/Planning* 323 Miscellaneous 412 Row/Drainage/Public Works** 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection' Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial hst 405 Final Mechanical Residential c 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof jaTr 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. or your project. 412 Row/Drainage/Public Works** 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection' 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection' 418 Building Final Inspection / c 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. Send completed form to: Consolidated Mutual Water 12700 West 27th Ave. Lakewood, Colorado 80215 Phone No: (303) 238-0451 Fax No: (303) 237-5560 Company Information Device Serial No CB425687 Backflow Consulting Testing & Repair. Inc. 15430 East Batavia Drive, Unit B Test Date/ Time Aurora. CO 80011 Tester Certification Backflow Prevention Device Test & Maintenance Report Keep Records for 3 Years (Please Print) 7/31/18 8:45:51 AM 06-00615 Device Test Results ® Pass ❑ *Fail All Fields Must Be Completed Owners Name: REMINGTON HOMES Owners Phone: (720) 380-3020 Owners Address: 5740 OLDE WADSWORTH BLVD City: ARVADA ST: CO Zip: 80002 v Service Name: QUAIL RIDGE Phone: Q Address: 5215 PIERSON CT City:WHEATRIDGE ST: CO Zip: 80003 Make: Wilkins Model: 720A Size: .75 Type: ❑ RP ❑ DC ® PVB ❑ Air Gap a Date Installed: Location on property: OUTSIDE SOUTH SIDE OF HOUSE >®New Orientation Type Of Use Protection 0 ❑ Existing ❑ Horizontal ❑ Domestic ❑ Containment Previous Device Serial No ® Vertical Up ❑ Fire ® Isolation ❑ Vertical Down ® Irrigation Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.3 ❑ Leak (RPZ, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RPZ, DC) ❑ Tight ❑ Tight Relief Valve +; (RPZ) c Buffer (RPZ) Air Inlet 2.7 OPENED FULLY °00 (PVB) Shutoff Valve #1: [-]Leak ®Tight Shutoff Valve #2: ❑Leak XTight Comments: - Test Procedure: XABPA: USC 10th Edition IDA SSE: 0 Alarm Company/Fire Department Notified: ro Person Notified: Notified By: 0 Turn Off Date/Time: Turn On Date/Time: Z Y Test Kit Make: MidWest Model: 845 t a, F - Serial No: 07112151 Last Calibration Date: 1/30/2018 Tester Name: Nick Roman Certificate Expiration Date: 1/16/2019 a Tester certifies that this assembly has been tested with the above listed procedure and verifies that isolation valves were ret urned to pre-test orientation. Signature: Phone: (303) 537-0126 (YI) 0 0 > a Ln cr 0) cr cr ui ,W—OLOMOO 0 N v-, ih o 0 00 U to yr yr 7 V1. O M >% LL Cm '3 r! 0 'Q L,) C? KI 4� M 0 N Lf) 0 la N C .0 M GO .44 m E -W - Vi LU 1:1 fu 0 In (U u C t5 E 0 av (U L- c U LJ M 00 w d) u M: :3 LA u X 0 In a) A u LL LI) rz 00 m q U r-4 %A— 4w 0 M LL z 1 w C�O .`2 rn um a— 1� IIOE c-1 J o co 0 CD >1 00 0 11) 2)0 Q) �) E 2 E w 7 0 c .2 q) :2 --,6 - E 0 v 0 m � Ln Ln (n n E cao) coo 0 > Q) 00 m >, En C: LU m 8 U) 4.0 Qj0 4J 4) z v) r .0 cn mm L v Lij LLLuj lz C LLJ = (0 = 0 a- CO � Ol ,W—OLOMOO 0 N v-, ih o 0 00 U to yr yr 7 V1. I O M >% LL Cm '3 r! 0 'Q L,) C? KI 4� M 0 N Lf) 0 la N C UJ M GO .44 m E -W - Vi LU 1:1 fu 0 In (U u C t5 E 0 av (U L- c U LJ 00 w ra u M: :3 LA u I O LL t5 S cli U LJ ra CO In a) A u LL LI) rz Lr)CN m q U r-4 -1 M M LL z 1 Ln C�O c 4 CL IIOE E 2 E w a, 0) . = c .2 q) :2 al E- v CL < 0U) 0 V) Cc: 0 _0 4.0 Qj0 N0 Q) m '0 > 0 ECL 0 2: ENERGY STAR@ CERTIFIED NEW HOME ij Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater ID (RTIN): 8664221 Nome Address 6262 Quail St Rating Date: 2018-08-03 Wheat Ridge, CO 80033 Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved ] t^-1 comfort and lower utility bills Flashing, a drainage plane, and site grading to move ,nater from the roof to the ground and then away Air Infiltration Test: 1162 CFM50 (2.28 ACH50) from the home Primary Insulation Levels Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building 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 cooling system.. and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high -equality performance, optimal performance. ENERGY STAR Qualified Lighting: 100% Total Duct Leakage- Duct Leakage to Outdoors: 85 CFM25 Rough -In, with Air 85 CFM25 ENERGY STAR Qualified Appliances and Fans; Handler Refrigerators:0 Dishwashers:1 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 • Natural Gas • 0.69 Energy Factor NIA V ul This certificate provides a summary of the trraior energy etfciency and other construction HERS Index features that contribute to this home earning the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing porformed by a trained professional The Home Energy Rating System is anationally-recognized Home Home Homes umfonn measurement of the energy efficiency of homes. ••• Note that when a I,I,.—contains multiple: performance le Is for a particularf eture, (e.g.. =11Imo) rwffi ndow eriency or insulation levels), the predcminant value is shown. Also. homes may be °.. - —T—'—'—._-41 ° 18 8 t m .8 ° a '� $ '" Y fess � o ° More certified to earn the ENERGY STAR using a sampling protocol m w1horeby one hoe is randomly pros pe, g selected from a set of homes for re en.atwe ms rbons and testin In such casas, the Energy Energy Irilu nes found in each homo within the sof am iel-dod to meet rx excnad iho valvas mr,somed on Ih s cerIffieate. Tho actual values for your home may dirtier, INTI offer e{ Walenl of behor pe.rfotm2nce 1 his Cenificate was printed using EkotropeT'" tVersi n 2.2.5.1R7C)- This Hame wo,s q[.vrrs Learn more at www.ersergystar.govthomefeatures IECC 2012 Performance Compliance Property 5262 Quail St Wheat Ridge, CO 80033 reports 5262 Quail St Remington Homes v2 Organization EnergyLogic 719-243-5147 Mark Lane Builder Remington Homes Inspection Status 2018-08-03 Rater ID (RTIN): 8664221 RESNET Registered (Confirmed) Annual Energy Cost nergyLogic analY flr. In xlq�l. antv.rt Design IECC 2012 As Designed Performance Heating $613 $496 Cooling $149 $152 Water Heating $136 $136 SubTotal - Used to determine compliance $898 $785 Lights & Appliances $744 $732 Onsite generation $0 $0 Total $1,643 $1,517 402.5 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 12J% SHGC 402.5 Area -weighted average fenestration U -Factor`, Mandatory Checklist Q 403.2.2 404 Duct Testing Lighting Equipment Efficiency Design exceeds requirements for IECC 2012 Performance compliance by 12.7%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5 If rating is Projected, I certifv that the building design described herein is consistent with the building pians. specifications, and other calculations submitted with the permit application. If rating is Confirmed, I certify that the address referenced above has been inspected/tested 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: Mark Lane Organization: EnergyLogic Signature: rVA L '("" Digitally signed: 8/3/18 at 4:12 PM Ekotrope RATER - Version 2.2.5.1979 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Ratinq Tool *0 M O mo �U N� C Z C43: 11 Q? C ca Ll og U ST O Q? W o = C = N N V � 0 C µ_ W �.0 � c N U- U L� Q O > a �7 U c C C Q Q' Q. IL N cu z' p c ccC p LO N LO N - + env>. 1 U- U U- U U �- Q' m (D CO 00 U- v-- *, v m om tm tm O O'i41 0 +y+ R O R p.O cV N z G w u a` o U DO w o n, a) u U.ti CSS p G G ._ Cmm 15 co :D LO m s c0 E C co ll N U) c d N � O G U m O N Ui '- O YJ Sv N o �+ 3 Lu �w- Q) <j M C35 d O N S4 v E t SP O(0 n o - -o c c " E CA N N 6- «fl C `'y N c m,2 � v ui C f4 0 R O O o s p o u 2 'a O N �= R, E C vvy� RO . � a w N C LL o Y O O h s .0 UL m inn Q � Q U a m 11 Q? C ca Ll og U ST O Q? W IECC 2412 Label 5262 Quail St HERSO Index Score: 59 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1162 CFM50 (2.28 ACH50) Duct Insulation: R-9.5 Duct Leakage: 85 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: N/A Hot Water: Water Heater • Natural Gas • 0.69 Energy Factor B>.jj6r Qes gri ,Prs�fess onal Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) inergyLogic Property Organization 5262 Quail St EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-08-03 reports Rater ID (RTIN): 8664221 5262 Quail St Remington Homes v2. Builder RESNET Registered (Confirmed) Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu 1 year) Category 2006 IECC 50% As Designed Target Heating 32.9 28.1 Cooling 4.5 7.3 Total 37.4 35.4 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu /year) Category 2006 IECC As Designed 90% Target Heating 59.2 39.2 Cooling 8.1 8.3 Total 67.3 47.5 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 85.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STAR(D for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Mark Lane Organization: EnergyLogic Signature: rAA L A.„ Digitally signed: 813!18 at 4:12 PM Ekotrope RATER - Version 2.2.5.1979 This information does not constitute a warranty or,ryuarantee of home enerw performance Air Leakage Report Property 5262 Quail St Wheat Ridge, CO 80033 reports 5262 Quail St Remington Homes v2 nergyLogic Organization ....` ` {' EnergyLogic 719-243-5147 Inspection Status Mark Lane 2018-08-03 Rater ID (RTIN): 8664221 Builder RESNET Registered (Confirmed) Remington Homes General Information Conditioned Floor Area [sq. ft.] 3,154 Infiltration Volume [cu, ft.] 30,550 Number of Bedrooms 3 Air Leakage Measured Infiltration 1162 CFM50 (2.28 ACH50) ACH50 (Calculated) 2.28 ELA [sq. in.] (Calculated) 63.9 ELA per 100 s.f. Shell Area (Calculated) 0.875 CFM50 (Calculated) 1162 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 85.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.7 Leakage to Outdoors [CFM25 f CFA] 0.027 Total Leakage Test Type Rough -In, with Air Handier Total Leakage [CFM @ 25 Pa] 85.0 Total Leakage [CFM25 / 100 s.f.] 2.7 Total Leakage [CFM25! CFA] 0.027 Mechanical Ventilation Rate [CFM] 53.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 53.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 61.5 2013 ASHRAE 62.2 Req. Cont. Ventilation 75.7 Ekotrope RATER - Version 2.2.5.1979 RESNET HOME ENERGY QnergyLagic RATING Standard Disclosure ... ° 4w For home(s) located at: 5262 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page. -" 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. k2. 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 WIC. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel El E. Other(specify) 3. The Rater of the Rater's employee is: []A. 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 Installed in this home by []Rater DEmployer OR is in the business of Rater DEmployer Thermal insulation systems Rater DEmployer Rater Employer Air sealing of envelope or duct systems Rater Employer Rater Employer Energy efficient appliances Rater DEmployer Rater Employer Construction (builder, developer, construction contractor, etc) DR.ater EjEmployer Rater E]Employer � �� Other (specify):E__ Rater Employer Rater LlEmployer E5. 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 #: 8664221 Name: Mark Lane Organization: EnergyLogic Signature: /41RAA L Am-� Digitally signed: 8/3/18 at 4:12 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 NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESNET_Mortgage_Industry_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 �iAf City of .� W heat iclge BUSINESS LICENSE INSPECTION PERMIT NO. 201802072 INSPECTION DAY/TIME Tues., Aug. 7 @ 1 pm INSPECTION DAY/TIME INSPECTION DAY/TIME BUSINESS NAME: Motor City Beauty Salon & Spa ADDRESS: 6652 W. 38th Avenue CONTACT NAME: Edith Sempala SQ FT G OCCUPANCY TYPE �7 OCCUPANCY LOAD CONSTRUCTION TYPE ❑ SPRINKLERED Q NON-SPRINKLERED Inspector Signature Date i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line __:�9�(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1-2 0 3- '�_, n -1 F%Ec-- QeS Job Address: sa4'a Q .,a .) 'S4 - Permit 4 - Permit Number: p 1 7 D 9 a 1 3 ❑ No one available for inspection: Ti l I AM M Re -Inspection required: Yes (No When corrections have been made, call; for e -inspections 03-234-5933 Da Inspector. i CITY OF WHEAT RIDGE BuildingInspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 13W 6 Ft -Y4-. / Job Address: SzCoZ OAXt. s ( 5 Permit Number: , COi-7CAI Zl3 ❑ No one available for inspecti a ;UU A /PM Re -Inspection required: Y s N When corrections have been made, call for re -inspection at 303-234- Date:- 6 -7 , I Inspector: 15 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: ya3 F Job Address: 5�.6. C� vg S Permit Number: jJ 740'd,l3 ❑ No one available for insp ion: Time G q3 a AM/PM Re -Inspection required:es No *When corrections have been made, call for re -inspection at 303-234-5933 Date: I Inspector: 1))T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 2 v t g 6; 7 17 LI No one available for inspection: Time �. - CAM/�M Re -Inspection required: Yes No ! When corrections have been made, call for re -inspection at 30 -234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE T.'m 7,) -c -3'J 30,910 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax �g INSPECTION NOTICE Inspection Type: y03 F E Job Address: V -6d- QUG, Permit Number: ?27170 q 9-1 j t 51/ q Pl >rp V", - G P4-1— svvz-e h ,ten — Ufsh►•v�s�Li�' / ,' �SC// OU��P�S iitiv.f ' r6FG f ❑ No one available for inspection: Time I� AM/PM Re -Inspection required: (Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /S Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE l0\ Building Inspection Division �tk (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE , Inspection Type: 41 M.A Me -C-4 Job Address: :!52-(.OZ�Z aQPci I c, -)T Permit Number: r2oi `t 0�)qZ ( z ❑ No one available for inspection: Time s 4 1 f AMCM ' Re -Inspection require . Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:_''La' I S Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:.�"� Job Address: C52 (.o 2- 0-0c.,-1 l -5 Permit Number: 2 C) F? 015 Z Q ❑ No one available for inspectio Time AM�. Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: t Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division p (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �Ftv-ic I Vl V u h Job Address: S2(.07- C1)." Permit Number: -Z0 j-7 (act Z(Z) ❑ No one available for inspection: Time AM/ P M Re -Inspection required: Ye No When corrections have been mad or re -inspection at 303-234-5933 Date: S Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building- Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -FGrlc, ( Job Address: S 2 Z Cmc -<{ .5i Permit Number: a20 1-7 0(j?_ l j r a— ❑ No one available for inspection: Time /1. !S AW/PM,) '1 Re -Inspection required Yes�Tlo When corrections have been made, call for re -inspection at 303-234-5933 Date: ted' tg' l �_ Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE `A Building`Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F-1,74 l k vv F - Job Address: 52 & 2 Q L c( S T Permit Number: 201 7v22 /3 ❑ No one available for inspection: Time ! _ AMIPM_.. Re -Inspection required: Yes f; Not When corrections have been made, call for re -inspection at 303-234- Date:- `i•2b" Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 2 0c, f Permit Number: 1 17 0 1213 ❑ No one available for inspection: Time AMlPM Re -Inspection required: Yes IVo When corrections have been made, call for re -inspection at 303-234-5933 Date: ✓f F Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _q0q" �inra r jj� Job Address: 7262 0voit .1. Permit Number: ? 01 ?0g11 S ` _ / JtI I � � � i c<-� F�` s•, c� n A94- 6'11'2 J ❑ No one available for insp`e�ction: Time 102 3 &PM Re -Inspection required:(Ye$' No When corrections have been made, call for re -inspection at 303-234-5933 Date: (/ 7 Inspector: barz Lo'e-ft DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE pp A Build in§'Inspection b sion { (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3Z O — D 12Y LAM U - s%,Oiw Job Address: SZ -6Z- Q OA IC S"F Permit Number: ZO 0 (,)6?,? ) 3 ❑ No one available for inspection: Time I `A UC' AM/.P9) Re -Inspection required: YesClo When corrections have been made, call for re -inspection at 303 -234 - Date: L- , Y ' i � Inspector: T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: o Job Address: a t,��- Permit Number:. ❑ No one available for inspection: Time20 — AM/FG Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303 -234 - Date: v 3' Inspector:___% DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I-- ( ?— Er c.,s a , Job Address: 5 Z- C Z- Q 0 Permit Number: Z o j-,� o 9 Z I R ❑ No one available for inspection: Time 8 �� MI M Re -Inspection required: Yes (,)o When corrections have been made, call for re -inspection at 303-234-5933 Date: )Z" I fU Inspector: Z -T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:S- Job Address: Permit Number: O I-4 O 9 0- 1 � !i, — ❑ No one available for inspection: Tim �MM Re -Inspection required: Yes (IQ When corrections have been made, call for re -inspection at 303-234-5933 Date: S II3d I Inspector: �- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE % Inspection Type: 1 `c �, . / (o JobAddress:. o� G D� 4, Permit Number: Q�j) `- - 0 `ai a /3 ❑ No one available for inspection: ThRL441 /PM Re -Inspection required: Yes \ 17 When corrections have been made, call for re -inspection at 303-234- Date:-'5- 03-234- Date:� S(/ 3 Inspector: 113 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 Type: INSPECTION NOTICE SOS Job Address: S Z Permit Number: c�b I -- ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re-iM'spection at 303-234-5933 Date: -S-) I �l ! Inspector: ,�< DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE % Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ,� (---> 1 I Job Address: -:S_e- G ?_ Chu a, 1 154 . Permit Number: c) (Z) l -- CO 9 a 3 ❑ No one available for inspection: Time (PM Re -Inspection required: No When corrections have been made, call for re -inspection at 303-234-5933 Date: S l 1 P_--, J) 3 Inspectora5" 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: Job Address: Permit Number: c) , C) -�7 o� ) ❑ No one available for inspection: Time J i 41?m Re -Inspection required: Yes ko When corrections have been made, call for re -inspection at 303 -234 - Date: � / ) b Inspector: . DO NOT REMOVE THIS NOTICE r , 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: - M . Job Address: Permit Number: �� i `7' 1 3 ❑ No one available for inspection: Time 9', A_WPM Re -Inspection required: Yes to When corrections have been made, call for re -inspection at 303-234-5933 Dater/9 / /L-; Inspector: /-_2 F DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: er.," _ Job Address: Q-4 Permit Number: �00 17 CHO 1--s 3� - ) ff t ))I-- (� z, 4N V,� ca \ ie- CCS a C I S N� C C e 5 c,_ ❑ No one available for inspection: Time 9% AM/PM Re -Inspection required: ffe No When corrections have been made, call for re -inspection at 303-234-5933 Date:_5 ( "I 1',AL 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: 301 Q - f < r� -<7_1 Job Address: 'T'D c: ag U.! ---)) Permit Number: Z \ -7— Q9 oa 1 3 Zx ti C H .1, n ti C�e,1 „1 � �i � -I►�Gk ► rv.;t' o►v-i'�NVov ft re_ (a'i k pica) L i r\j r ,�f (FI WkcItO � V Lj tl I C1 Yl S �i d✓ �j11' C �l � S ! N � � �;(�� a�' Tr v75 ;v ❑ No one available for inspection: Time cI ; ('Y"41 1 /PM Re -Inspection required: No When corrections have been made, call for re -inspection at 303-234- Date:- 1 9 ) % Inspector: '�3 7 1 DO NOT REMOVE THIS NOTICE r � 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 R Job Address: _ Permit Number: d l -;z- O9,-) / ,3 ❑ No one available for inspection: Time (M/PM Re -Inspection required:Ye When corrections have been made, call four re -inspection at 303-234-5933 Date: 5 ( / ) 3 `l t f Inspector: �') _,_F. DO NOT REMOVE THIS NOTICE z i CITY OF WHEAT RIDGE 1 - Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3/(" k • m Job Address: Z I Permit Number: S`t 1 t'llC1S C,c(l� !n l 17IrJ�f]li) ��f� �T 1_JJ lI..Sr�J i - 1Y \/ r� I � � I �r•�- r 7�E' �� 7Y"'1 `[», C- — I � ! Nc� `�r•�. �FE C' 1 T 11%)LUnIr"r,5 1 , -� S, N.()+ C__ rens ' ❑ No one available for inspection: Time 4wpM Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 Date: 5! 9 /l _Inspector: S--7— DO NOT REMOVE THIS NOTICE T >yl .303 -q7j c6og i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax A10 INSPECTIION NOTICE InspectionType: 306 Job Address: t _ (),/01l 5T Permit Number: 2olZ of :i�l 3 ❑ No one available for inspectio—rffte) 0M/PM Re -Inspection required: Yes( Nj o When corrections have been made, call- or re -inspection at 303-234-5933 Date: -/ /9 Inspector: )VTILI s DO NOT REMOVE THIS NOTICE 4' / j J ❑ No one available for inspectio—rffte) 0M/PM Re -Inspection required: Yes( Nj o When corrections have been made, call- or re -inspection at 303-234-5933 Date: -/ /9 Inspector: )VTILI s DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division. (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �)01 a" Wna-p Job Address: JI" a ---) Permit Number: c9 ? 4 Q / ❑ No one available for inspection: Time 1 Q: zF (LI VPM Re -Inspection required: Yes No *When corrections have been made, c for re -inspection at 303-234-5933 Date: Inspect DO NOT REMOVE THIS NOTIC 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 - - M -, I Job Address: S c2 (, a 0) i Permit Number: c] f 9 ❑ No one available for inspection: Time _�PM Re -Inspection required: s' No When corrections have been made, call for re -inspection at 303 -234 - Date: �/ z5i Inspector:r t 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 - - M -, I Job Address: S c2 (, a 0) i Permit Number: c] f 9 ❑ No one available for inspection: Time _�PM Re -Inspection required: s' No When corrections have been made, call for re -inspection at 303 -234 - Date: �/ z5i Inspector:r t DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 � 3 �l -tl, , Job Address: S Z (, Z Permit Number: 2,3 t-3 ❑ No one available for inspection: Time Q' L( 4VIPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 I -L, � i Inspecto iu .A, DO NOT REMOVE THIS NOTICE w 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: J w 1k Job Address: S Permit Number: r�) ❑ No one available for inspection: Time 3L4 /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 z_, i ; Inspector:_ 1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 � 3 �l -tl, , Job Address: S Z (, Z Permit Number: 2,3 t-3 ❑ No one available for inspection: Time Q' L( 4VIPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 I -L, � i Inspecto iu .A, DO NOT REMOVE THIS NOTICE w 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: J w 1k Job Address: S Permit Number: r�) ❑ No one available for inspection: Time 3L4 /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 z_, i ; Inspector:_ 1 DO NOT REMOVE THIS NOTICE L 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: 3J `'r S) -oz- r Job Address: S Z. (_1 Z QS} - Permit Number: c) (7 ! :�? n C� Q 1.3 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 I Pg ) I Inspecto r_ ,� DO NOT REMOVE THIS NOTICE i� r; c � f ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 I Pg ) I Inspecto r_ ,� DO NOT REMOVE THIS NOTICE 43. 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: 3Q3/iQG� 59E - Inspection Address: uZ) Permit Number: ❑ No one available for inspection: Time >:AM'M Re -Inspection requiredYes� No When corrections have been made, call for re -inspection at 303 -234 - Date: _� ' * Ir, Inspector: J&/ �, %&-r DO NOT REMOVE THIS NOTICE 43. 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: 3Q3/iQG� 59E - Inspection Address: uZ) Permit Number: ❑ No one available for inspection: Time >:AM'M Re -Inspection requiredYes� No When corrections have been made, call for re -inspection at 303 -234 - Date: _� ' * Ir, Inspector: J&/ �, %&-r DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE f3 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `i U Job Address: �� ? •J < 1 Permit Number: a ❑ 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:-'3 03-234-Date:'3 '-6 Inspector: n:-_ DO NOT REMOVE THIS NOTICE `City of id c "."� t.4An`V T City of Wheat Ridge Municipal Building 7500 W. 29" Ave, Wheat Ridge, CO 84033-8001 P: 3031,15-2846 F: 301235.2857 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: / A 3I If 'S PERi"VIIT ADDRESS:, 6-2G2- Q V9)Q, 57-RC-F7- LOT 7RC-F7" LOT G , BLOCK ! , _ Gt.Ugrc. RIM& 65t,9765 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 'Wheat Ridge. The ML tIXiUiVI SETBACK DISTANC1ES from the property lines have been determined to be: FRONT: 700-0" REAR: ' '� SIDE: S= O c SIDE: 6.01 The MINIMUM ELEVATION has been determined to be: (NAVD88). The above measurements have been determined on the follotiving location: Check only one): Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setba �Irnsurement locations are identified on the attached exhibit. Signed i Print Date : it rn O . r�NAC �.ANO� (S»rveyor's Seat) Surveyor FOR OFFICE USE ONLY Approv,d br Inspector Uatc v Rev 12!06 0 2 r a 3Q0W �m zwp W w Wae"'zJ50,Y , wcYia?tea Z�z ZZa oz Z'� M w �5 zOm 0�w�Fa �m OUr�O.�'., �. 0¢ W a ¢w �N N�NII�mN Il ti syal+-aO,.. cx.0 w 3 Ind a 3U"4m N N tl !I II {I II N II 0. FL 0 00 0 Boa 3(IN3n ,S I Iti y Om i*W7i M„9.9, PP. 619S ,5 S �I in Z O Nx G y to W ow t7 N- 0 N o 3 it O I ©�z m aEn 46 �S Z O 3OV3n ,S tt7 p 0*'9el M„9S,>yb 68S O n Y 00 [D azim r -L OW I Q-0 I� o w�a� � z O <�o�� L W J 2 Q0 U Ro Nza V)Uaow O far K d Z F W -z oYr3 Nz=w=ww ,/1 LL� O W w O q 4w W¢ a�ww �o.3 awo z ao��wzz0� 3¢r�z4��wz�z QM W Q O N Z Q Q - O w w W W LLKx j CJ CI W KQO�-- OOgZ �w � Ud¢A daZ¢a Oz wr awoxow� OwwQ d=c�.>~F u z'3zza �a°v AoV o�a� ZQz!n az�Q�ays Ji O Yy� a��z mawwm a V_F WZ U1w W `1 r= i��ogoaa z� z .z WZ3 Wi},.N fYzj F w 826 ic`mw'� mx�F x�a�0�o z w ¢ YworOz4 ow�a='_'z Otwj t%1xwU m�F.� VF. zN Oz�F ZZ 21R CDQ UOO '3mO ZY r �QO �_6m7 QU g N Y 7 d O uj p ' w ~ Q r JCJUUS/1 Ze- 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: ) D s STS 31 C, 5 Job Address: S Permit Number: r -DJ 1 -9- 09 D, ❑ No one available for inspection: Time'. PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date:InspectJ�aq 11o . �I DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE -1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: l 0 3 ��+►'',Q �f - �-}'p Job Address: cc, I f�5" Permit Number: > ❑ No one available for inspection: Time q ( SAj/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 1/10//� Inspecto . �r DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201709213 PERMIT NO: 201709213 ISSUED: 01/09/2018 JOB ADDRESS: 5262 Quail ST EXPIRES: 01/09/2019 JOB DESCRIPTION: New Single Family detached; 3 car garage; unfinished basement, 3 bedroom, 3 bath - 4,630 sq ft *** CONTACTS *** OWNER (303)420-2899 GC (303)420-2899 SUB (303)882-3530 SUB (303)421-4506 SUB (303)688-4487 Main floor - 1,090 sq ft; Second floor - 960 sq ft; Unfinished basement - 837 sq ft; Garage - 685 sq ft; Front porch - 135 sq ft; Uncovered rear patio - 150 sq ft REMINGTON HOMES Megan Sparks Sean Lind. Ben Millwood Eugene Willis OF COLORADO IN 160075 Remington Homes of Colorado 019875 Lind -Drug Electric, Inc. 019354 Millwood Plumbing & Heating 170665 Smith and Willis HVAC LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 250,587.50 FEES Total Valuation 0.00 Plan Review Fee 1,368.90 Use Tax 5,262.34 Permit Fee 2,106.00 Engin. Review Fee 150.00 ** TOTAL ** 8,887.24 *** COMMENTS *** *** CONDITIONS *** 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. All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. Homes must be consistent with the requirements specified on ODP for siting. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. ***PLEASE NOTE: Driveway cuts may not exceed 24' in width. Plans show a driveway exceeding that width and must be reduced to 24' or less.*** Landscaping must be 25% of the total lot and 100°% of the front yard (excluding driveway and sidewalks). All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 1250 of the cost of the installation shall be required. 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. further attest that I am legally authorized to include all entities named within this document as parties to the work to be performe a d that all work to be perform d is disclosed in this document and/or accompanying approved plans and specifications. Signature o R or CO TRACTOR (Circle one) Date I. This permit as issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offcial and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Dtvision in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to f any inspection. Signature of Chief fit-XIMIrg Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City ®f Wh6atRj� COMMUNriY 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: I'),� / d� � I - I Plan/Permit # 0 q j 1 13 Plan Review Fee: / _ 1 0 Building Permit Application ¢*` Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: Property Owner ?'jailing Address: (if different than property address) � 1 Address: City, State, Zip: P (�C'C' G ArchitecV.Enaineer• % LI-c� t--n+t-f -��icl 1�C Architect/Engineer E-mail: �at'UC ��(1� �(C?(Y�Phone: Contractor: Contractors City License #: _� 0 Phone: Contractor E-mail Address: Sub Contractors: Electrical'' �—t?�-�� W.R. City License # 'IS15 Other City Licensed Sub: City License # Plumbing: M-1 �u , fi (D-6, of W.R. City License # ()Iq'5 5 Other City Licensed Sub: City License # Mechanical: Sm � � ix a W i W.R. 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.) �� , M t � � C�' � Cli r` c1t1 M, :n bo+h rubf>1 5etOCA IOec- Sq. Ft.1LF Amps Btu's Squares r�n Ut-x orez -PCt iia — 150 Sq �- Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or AUTHORIZED REPRESENTATIVEof (OWNER) (CONTRAC OTOT PRINT NAME: ZONING COMMMENT C, Reviewer. wf SIGNATURE: liI J� DATE: DEPARTMENT USE ONLY r, i3 C / (-4- OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: f) D f��/7" QEF DpA{N crwm15,paL1TS //1/ 'rgo p1j2eG'%lo&r, 15AWtj nN 7PR Reviewer: RBS_ LINc-D PLo7" PLAN To )ggorEGT pgrpE�zm7 5 jaiwAt aL) 121411-1 0. SToP_MWd�R. 4oFF. IG 2) A GRAOJNI� G9zT'IF1 GATIoN GE'% EZ �la4LL Q� ,raEq o p/2JoFZ 70 PROOF OF SUBMISSION FORMS C•D. 7C-N-6r1R,15 PAPFC-A 5I7Z G AO/1� . Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required Building Division Valuation: $ City of SINGLE F'AMILYIDUPLEX 1 L, B ► r C WORKS BUILDING PERMIT A PPLICA TION RE VIEW Date:, Location: 5262 QUAL ST' ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a /UEW 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 X69 , refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes NoCompleted b. c. curb &gutter: Yes sidewalk: � No Completed d. Yes Other (specify): Yes � No No Completed — Completed For items not constructed, the amount of funds taken in lieu of construction 3. --y/ Does all existing roadway/alley R.O.W. meet the standards of the City: -Z Yes If not, what is required? If R.O.W. is required, has the deed been received No 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. Vi"L Signature Mark Van Nattan Dat 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. -V�- Stipulations: RQQp nt2AW 0 R21 MS — /�; p �sr ,,•,,..,., 50 A5 ?b NO -7! IA4O?A,-Z` LdG 7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS 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 Wh6atPLdge t)'tJBe IC \k0RK5 City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 - PUBLIC WORKS DEVELOPMENT R VIEW FEES Date: /2 Z4 Location of Construction: _ 52&2 O(JAIL ST Purpose of Construction: 51w l _ fa Re Single Family _ 1z Commercial Multi -Family Development Review Processine Fee :................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Dul2lex Review Fee :..................................... $50.00 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 I' and 2nd submittals): .......................... $600.00 Traffic Impact Study Review Fee: (Fee includes reviews of the 1" and 2nd submittals): ........................... $500.00 ® Trip Generation Study Review Fee: .................................................. $200.00 ® O & M Manual Review & SMA Recording Fee ................................ $100.00 � JI 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: ® Resubmittal Fees: P submittal (%i initial review fee): .................................................... $300.00 4d' 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) $ S 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. wwv,.ci.whcatridge.co.us Rev 12/12 City of W heat I,idge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: ADDRESS: 52L2 e2dKIL. S%" Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File www.ci.wheatridge.co.us Rev 2/08 m W tz ••• III N F7 r ••op •.....3�,j,� .., N o •••• �n �1••• (� •• t� •ice -II Z �' = a w ,V , . ti . � o w � o � _ J• /A `v • J J -ja X • cc C� •J� Q o ¢r o¢o �O i •o = z �no Y Q O 03 O s,. ••. 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Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1 % AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and currubtive static pressure loss valuesforthe supplymain trunk include anydevice pressure losses entered, and the cumulative mayalso include the total static pressure loss ofthe return side. I Sunrimary I Number of active trunks: 28 Number of active runouts: 24 Total runout outlet airflow 1,356 -w wh'6at o' City of R Main trunk airflow: 1,353 %CoMMUNITy DEVELp MEN'~� Largesttrunkdiameter: 22.4 SMT -100 APPROVED Largest runout diameter: 7 SR -160 Reviewed for Code Compliance Smallest trun k diameter: 12.9 ST -290 Smallest runout diameter: 4 SR -100 Supply fan external static pressure. 0.800 Supplyfan device pressure losses- 0.270 (1 Supply fan static pressure available: 0.530 %'"sE"a'"'"K Daft Runout maximum cumulative state pressure loss: 0361 SR -340 r tlr--u m alp oem+n w gvpadafdau Return loss added to supply: 0.056 andcamcu ationsshonnoteeaPermnror,aranoppaoiojtap vbbtb� Total eftectivelengthofretum(ft.) 1803 Main High O'!'°rchelrlsio^northeWidenCO*aOOrecnradinonomI�von Total effective lengthofsupply(ft): 176.7. SR -34.0 pre3umf ny 0 give outhorny to violate ora neNthe p VisifftOIV r �aaesa.or rartluwgteaartheutysr�aetbree,pna, Overall total effective length ( ft): 357.0 Main High to SR -340 Design overall friction rate per 100 ft 0.148 (Available SP x 1001 TEL) System dud surface area (No Scenario): 820.4 Total system duct surface area: 820.4 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 040-14 040.12 060-12 064.16 OBO-1 4&0- 100-16 100.20 120-20 Input High Heat (BTUH) 40,000 40,CD0 60.000 50,000 80,000 P,0,000 100.000 00,000 20,000 Output High Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 95,000 93,000 93,DD0 112,000 Certified Temperature Rise Range °F (°C) High Heat 40-70 (22-39) 35 - 65 (19-36) 40 - 10 (22-39) 35 - 65 (19 - 36) 35 - 65 (19 - 36) 'S 65 19- 36)" 40-70 (22-39) 40-70 (22-39) 45 - 75 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN AVITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM / Ton Test Airflow Delivery @ Various External Static, 0.1 0.2 0.3 0.4 0.5 0.6 Q7 P essures ' 08 0.9 1 D40-10 SIDE/BOTTOM Black 2.5 386 1145 1100 1060 1015 970 920 860 785 980 015 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2-0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510460 390 340 060.12 SIDE/BOTTOM Black 3-0 385 1215 1205 1205 1195 1155 1100 1045 975 910 605 Blue 2.5 370 980 985 980 955 925 880 835 780 695 585 Yellow 2-0 425 910 920 905 880 850 815 7651 6961 630 545 Red 1.5 430 750 730 705 680 645 605 555 D40-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 4351 980 955 935 905 870 830 780 725 675 625 Red 1-5 437 720 705 690 675 655 625 590 555 525 485 06016 SIDEJBOTTOM Black 4.0 376 1600 1545 15051 1475 1505 1445 1400 13301 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1324 1285 1225 1155 1085 1000 Bkle 3.0 387 1190 1185 1195 1195 1160 1125 111,75 1015 950 885' Red 2.5 394 1030 1025 1030 1010 080-16 SIDEIBOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 381 1 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 i95 735 Red 2.0 380 650 625 805 785 760 725 695 655 600 545 0180.20... ,, BOTTOM 4 TWO SIDES 4 5 SIDE/BOTTOM Black 5-0 377 2225 2160 2070 1980 1685 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205' 1120 1035 Blue 2.5 426 1120 1110 1100 1090 1065 1035 Red 20 433 Black 4.0 373 1715 1660 1610 1555 1490 1420 1340 1245 1150 1065 10016 Yellow 3.5 379 1535 1480 1435 138 11325 1260 1180 1095 1010 Blue 3.0 367 130D 1255 1205 1160 1100 1035 Red' 2.0 445 1110 1055 1005 10020 BOTTOM or TWO-SIDES4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 17801 16701 1555 1425 Yellow 5.0 3671 2090 2040 1960 1910 1835 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 12020 BOTTOM or TWO -SIDES 4.5 Black 5.0 410 2385 2310 2230 21501 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1 1845 1740 1630 1525 1420 1305 Blue 4-0 416 1875 1840 1795 17351 16651 1580 1495 1410 13101 1205 Red 3-5 414 1610 15851 15551 15151 14501 13951 1325 1250 NOTE: 1. A fitter is required for each return -air inlet Airflow performance includes a 3/4 -in_ (19 mm) washable filter media such as contained in a factory -author- ized aocecoory filter rack. See accessory list. To determine airflow performance without this filter, assume an additional 0.1 in.. W.G. available external static Pressure. 2. ADJUST THE SLOWER SPEED TAPS A5 NECESSAA-Y FOR THE PROPER AIR TEMiPERATU'RE RISE FOR EACH INSTALLATION.. 3. Shaded areas indicate that this willow range its BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom retum,. tyro -aide return, or bottom and side return. A minimum fiter size of 2D" x 25" f506 x 835 mm) iz required_ 5. For upflow applications, air entering from one side into both the side of the furnace and a return air base counts as a rade and bottom return. e, AI'..I airflows that are shown it SOLD exceed 0.58 watts per CFM at the given extemal static pressure. ,itv 0'i Wheat Ridge. Building Division Evaporator Coil Static Pressure PERFOR-N,L-%,NCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PI-TRON(E) AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 5001600 1 700 1800 1 900 1 1000 1 1100 1 1200 1 1300 1 1400 1500 1 1600 1 1700 1 1800 11900 2000 2100 2200 Dry. 0.078 10.114 10.156 10.199 10.253 I I I I I 1814 Wet 0.096 10.138 10.182 10.213 10.277 Dry 0.070 10.103 10.143 10192 10.M 10-290 10-354 2414 wet 0.089 0.129 10.171 10.214 10.269 10.336 1 0.913 1 7 1 1 Dry 0.048 10.068 10.090 10.112 10.140 10-170 1 02W 2417 Wet 0.064 10.091 10.122 10.150 10.188 10224 10.263 Dry 0.065 10.097 01O5TO.173 10.223 10.278 10.339 10.405 10.478 1 I 3014 Wet 0.078 1 0.119 10.160 1 0.2-D6 10.260 10-321 10-3M 10.146i 1 4.540 7 1 Cry 0.042 10.060 10M0 10.102 10.128 10 157 0.188 1 0.2�,259 I 3017 Viet 0.055 10.076 10.104 J0A27 0.1 58 61196-1 T22-5Fo-2,% �oaoq Dry 3617 0.043 10,061]0 0-82 10-103 10.128 0.157 0.1&90221 10.259 10.299 10.341 1 1 1 1 T3617 wet 0.056 10.079 10.107 10.133 10.166 10200 10.236 10.276 10.315 1 0.361 10.413 1 1 1 1 Dry 0.035 10.048 10-062 10.076 10.093 10-111 10-132 10.153 10,177 10,201 10.228 1 1 1 1 1 1 1 1 3621 Wel -2T5 0.049 10.066 10.085 10.100 10.122 10-144 1 0.171 0.192 2 T -T2 -1 -7T6 I 0.2'7-61 Df --T F-4221 0.030 10.041 10M4 10.0% 10.082 10-0-99 10 118 10.137 10,158 10.11 05�05 0.231 10259 1 I T I Li!!!] v4ek-----j 0.043 10.059 10.072 10.101 10.126 1 0.153 10.181 10-207FOYZ03�40.260 10.288 10.319 1 0.354 1 1 1 1 Dry. 4821 1 10.047 10.060 10.075 10-092 10-110 10.130 T-0,152 10.176 10,204 10.230 10,256 10.284 10.318 1 1 T4821 wet 10.053 10,067 10.085 10.104 10125 10.147 10.172 10.200 10.228 10.259 10292 10.327 10.365 1 1 1 1 Dry 1 10.015 10.046 10.057 lo -o69 I o :09 0110119 1 0.124 10.140 10.158 10175 10.195 10.214 1 1 4824 Viet 1 10.032 10.050 10.086 10.081 10.097 10.114 10.131 1 0.150 10.169 10.190 10.211 10,23.3 10.257 1 1 1 1 Dry 602a1 10.062 1 0.073 10,09,; 1 O -N7 10.111 10 126 10.128 10.154 10172 10.190 10.210 1 0.228 10.251 10.273 10,293 %Yet 1 10.082 10.096 10.112 10.1219 10.145 1-6163 10.171 10.191 10,212 10.235 10.258 102K 10.310 10.336 10.366 Wheat Ridge Building Division Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING At - 75 (23.9) 85(29.4) 95 (35) CFM Ewe -F cc) 72 Capacity MBtuh Total Sens* Total System KW** city MEltuh Capacity Total Sens Total System KW** CA13NA0367****C 2.7936.66 Capacity MBtuh Total Senst I Outdoor Section Total System I KW** With CAP**4,, 67(19.4) 36.61 25.73 2-51 35.00 25,05 2.76 33.29 24.35 3.04 1050 163 07-2)tt 34-02 2488 2.49 32.50 24.20 2.74 3089 23.49 3.02 62 (16.7) 33.42 30.44 2-49 31.97 29.75 2.74 30.45 29.01 3.02 57(13-9) 32.55 32.55 2-48 31.38 31.38 2.73 3012 30-12 3-02 72 (222) 40.90 21.97 2.60 39.11 21.31 2.85 37.20 20.61 3.13 67(19-4) 3725 2730 2.57 35.57 26.61 2.82 3380 25.90 310 1200 63 (17-2)tt 34.63 2636 2.55 33.04 25.66 2.80 3136 24.94 3,08 62(1 .7) 34.19 32.60 2-55 32-73 31.85 2.80 31.24 3124 3.08 57(13-9) 33.87 33.87 2-55 32.61 32.61 2.80 3127 3127 3-08 72 (222) 41.40 22-89 2-66 3955 22.22 2-91 37.60 21.52 3.19 67(19.4) 37.72 28.79 2-63 36.00 28.11 2.88 34-19 27.39 3,16 1350 63 (17.2)tt 35.09 27.77 261 33,47 27.07 2.86 31.76 26.34 3.14 62(16-7) 34.90 3490 2.61 33-63 33.63 2.86 3222 3222 3.15 57(13-9) 34.96 34.96 2.61 1 33.64 33.64 2.86 1 32.23 32.23 3-15 Usable Capacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 24,725 BTUs 24,725 /29,490 = .84 or 16% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24293 BTUs VVheaT Ridge Building Divisioj-, AHRI Used Item Value Model Type Standard Air Conditioner Model Number (Combined) il?�-Al3NA0 DR Outdoor Model Number CA13NA036*" C Indoor Model Number CNPV,4221AL+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 34000 Nominal Capacity High Speed 0 Nominal Capacity Lov., Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 63951582 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Rhvac - Residential & Light Commercial HVAC Loads Elite Software Developmeaae Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. P Littleton, CO 80125 Pro'ect Re ort 1 General Project Information Project Title: Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Designed By: McKennon Piil Project Date: Thursday, April 27, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, CO 80002 Client Phone: (303) 420-2899 Company Name: Smith And Willis Heating And A/C LLC. Company Representative: McKennon PJI Company Address: 8450 Rosemary St Company City: Commerce City, CO 80022 Company Phone: 303-688-4487 Company E-Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -44 Check Figures Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of Cond. Space: 29,601 FB—dilding Loads Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 % Total Latent Gain: -1,985 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 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 aco6rtUg to the r)Wutact rt er's,performance data at your design conditions. C0MMUN1TY DEVELOPMENT APPROVED Reviewed for Code Compliance C da2LO_ %anzExaminer Date ya1idMi scot ae,mA: The asuonce of o rxmtir or apw�t' Mom and computatio-s shotl not be o permit for, Oran apWavat at any vicip"" tb any of the prov.slorn of the building code orof orM City ordkvnm* Peanin presuming to give authority to violote of ConCet the proV410" Of the sat Codes or other ordinances of the City shall not be "" M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 _ Page 2 1 Miscellaneous Report System 1 System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data _ __Bulb _____Wet Bulb Rel.Hum Rel.HumDry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -43.87 LDuct 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: 0.307 AC/hr 0.250 AC/hr 108 CFM 88 CFM Infiltration Actual: 0.370 AC/hr 0.324 AC/hr Above Grade Volume: X 21,016 Cu.ft. X 21.016 Cu.ft. 7,766 Cu.ft./hr 6,802 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 129 CFM 113 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 17.21 = (1.10 X 0.823 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.56 = (0.68 X 0.823 X -43.87 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (88 CFM) Summer Infiltration Specified: 0.250 AC/hr (88 CFM) City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac • Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 ---------- - -- -- -- - -- Page 3 Load Preview Report - - -- ---- - -- --- Net ft.2 Sen Lat Net Sen Hts Cls Sys Act Duct Scope Ton /Ton Area Gain Gan Gain Loss CFM CFM CFM Size Building 2.06 1,706 3,232 24,725 -1,985 24,725 41,565 791 1,230 1,230 System 1 2.06 1,706 3,232 24,725 -1,985 24,725 41,565 791 1,230 1,230 21x20 Humidification 2,042 Zone 1 3,232 24,725 -1,985 24,725 39,523 791 1,230 1,230 16x16 1-Basement 912 1,905 -154 1,905 7,128 143 95 143 6,6,6 2-Pwdr 38 601 -109 601 1,054 21 30 30 5 3-Laundry 82 999 -165 999 1,674 34 50 50 6 4-Dining/Kitchen 360 3,632 -397 3,632 4,128 83 181 181 7,7 5-Study 142 2,067 -259 2,067 2,941 59 103 103 6,6 6-Great Room 466 6,171 -557 6,171 8,937 179 307 307 7,7,7,7 7-W/C 23 359 -41 359 484 10 18 18 4 8-Mstr WIC 82 180 -49 180 615 12 9 12 4 9-Mstr Bath 92 813 -114 813 1,412 28 4040 6 10-Upper Bath 68 66 0 66 93 2 3 3 4 11-Master Suite 256 2,762 52 2,814 2,457 49 137 137 7,7 12-Bedroom 2 174 1,868 44 1,912 2,368 47 93 93 6,6 13-Bedroom 3 174 1,922 13 1,935 2,612 52 96 96 6,6 14-Upper Hall 181 1,315 -205 1,315 2,428 49 65 65 7 15-Crawl Space 182 65 -44 65 1,192 24 3 24 Not MD4 1- 1 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 E Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. 0.0003 Runout 0.0003 4 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss1100 SPL: Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avaif SPL.Cumul ---Duct Name: SR -100, Supplies: Mstr WIC, Fitting: 2-I, Effective Length: 13.6 0.0003 Runout 0.0003 4 138 Up: ST -290 128 3.1 0.011 Rnd 1.0 4.4 12.6 Presize 12 1 0.453 ---Duct Name: SR -110, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 32.9 234 Runout 0.0003 6 245 Up: ST -280 55 4.7 0.020 Rnd 13.5 6.6 19.4 Presize 48 21.2 0.448 0.000 0.001 0.002 0.347 0.003 0.004 0.007 0.352 ---Duct Name: SR -120, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 0.0003 7 Runout 0.0003 6 245 0.003 Up: ST -270 55 4.7 0.020 0.005 Rnd 13.5 6.6 25.3 0.008 Presize 48 21.2 0.447 0.353 ---Duct Name: SR -130, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 33.7 65 5.5 Runout 0.0003 6 234 0.003 Up: ST -250 55 4.7 0.018 0.004 Rnd 14.5 6.6 19.2 0.006 Presize 46 22.8 0.449 0.351 ---Duct Name: SR -140, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 42.5 0.018 Building Di„is;n0.004 Runout 0.0003 6 234 0.003 Up: ST -260 55 4.7 0.018 0.005 Rnd 14.5 6.6 28.0 0.008 Presize 46 22.8 0.447 0.353 ---Duct Name: SR -150, Supplies: Upper Bath, Fitting: 2-I, Effective Length: 10.9 Runout 0.0003 4 34 0.000 Up: ST -240 55 3.1 0.001 0.000 Rnd 1.0 4.4 9.9 0.000 Presize 3 1 0.455 0.345 ---Duct Name: SR -160, Supplies: Upper Hall, Effective Length: 3.0 Runout 0.0003 7 243 0.000 Up: ST -250 55 5.4 0.016 0.000 Rnd 3.0 7.7 0.0 0.000 Presize 65 5.5 0.455 0.345 ---Duct Name: SR -270, Supplies: Master Suite, Fitting: 2-I, Effective Length: 40.5 Runout 0.0003 7 258 0.003 Up: ST -180 55 5.4 0.018 0.004 Rnd 16.7 7.7 23.9 0.007 Presize 69 30.5 0.448 CitY or 0.352 ---Duct Name: SR -280, Supplies: Master Suite, Fitting: 2-I, Effective Length: 40.5 Wheat RidgF Runout 0.0003 7 258 0.003 Up: ST -120 55 5.4 0.018 Building Di„is;n0.004 Rnd 16.7 7.7 23.9 0.007 Presize 69 30.5 0.448 0.352 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac -.Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 10 Pa e 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 4 206 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 -290, Supplies: W/C, Fitting: 2-I, Effective Length: 21.6 Runout 0.0003 4 206 0.003 Up: ST -220 55 3.1 0.025 0.003 Rnd 10.5 4.4 11.1 0.005 Presize 18 11 0.450 0.350 ---Duct Name: SR -300, Supplies: Mstr Bath, Effective Length: 5.7 Runout 0.0003 6 204 0.001 Up: ST -160 55 4.7 0.014 0.000 Rnd 5.7 6.6 0.0 0.001 Presize 40 8.9 0.454 0.346 ---Duct Name: ST -290, Effective Length: 3.2 Trunk 0.0003 12.9 59 0.000 Up: ST -270 55 14 0.001 0.000 Rect 3.2 10 0.0 0.000 Presize 57 12.7 0.455 0.345 ---Duct Name: ST -280, Effective Length: 5.2 Trunk 0.0003 12.9 49 0.000 Up: ST -290 55 14 0.001 0.000 Rect 5.2 10 0.0 0.000 Presize 48 20.7 0.455 0.345 ---Duct Name: ST -270, Effective Length: 5.7 Trunk 0.0003 12.9 108 0.000 Up: ST -260 55 14 0.002 0.000 Rect 5.7 10 0.0 0.000 Presize 105 22.7 0.455 0.345 ---Duct Name: ST -260, Effective Length: 1.2 Trunk 0.0003 12.9 155 0.000 Up: ST -240 55 14 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 151 4.7 0.455 0.345 ---Duct Name: ST -240, Effective Length: 6.2 Trunk 0.0003 12.9 158 0.000 Up: ST -230 55 14 0.004 0.000 Rect 6.2 10 0.0 0.000 Presize 154 24.7 0.455 0.345 ---Duct Name: ST -250, Effective Length: 1.7 Trunk 0.0003 12.9 114 0.000 Up: ST -230 55 14 0.002 0.000 Rect 1.7 10 0.0 City of0.000 Presize 111 6.7 0.455 0.345 Wheat Ridge ---Duct Name: SR -170, Supplies: Great Room, Fitting: 2-I, Effective Length: 49.1 Runout 0.0003 7 288 Building DiviJ9,005 Up: ST -340 55 5.4 0.022 0.005 Rnd 24.7 7.7 24.5 0.011 Presize 77 45.2 0.444 0.356 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC W Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Manual D Ductsize Data - Duct System 1 - Su ply (cont'd) ---Duct Name, etc. Runout 0.0003 7 Up: ST -400 Type Roughness Diameter Velocity SPL.Ducl Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Toi Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -180, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.1 Runout 0.0003 7 Up: ST -400 55 5.4 Rnd 15.7 7.7 Presize 77 28.7 ---Duct Name: SR -190, Supplies: Great Room, Fitting: 2-I, Effective Length: 51.8 Runout 0.0003 7 Up: ST -310 55 5.4 Rnd 19.8 7.7 Presize 77 36.3 ---Duct Name: SR -200, Supplies: Great Room, Fitting: 2-I, Effective Length: 39.7 Runout 0.0003 7 Up: ST -190 55 5.4 Rnd 11.5 7.7 Presize 77 21.1 ---Duct Name: SR -210, Supplies: Study, Effective Length: 28.7 Runout 0.0003 6 Up: ST -340 55 4.7 Rnd 28.7 6.6 Presize 51 45 ---Duct Name: SR -220, Supplies: Study, Effective Length: 20.7 Runout 0.0003 6 Up: ST -310 55 4.7 Rnd 20.7 6.6 Presize 51 32.5 ---Duct Name: SR -230, Supplies: Laundry, Effective Length: 0.7 Runout 0.0003 6 Up: ST -170 55 4.7 Rnd 0.7 6.6 Presize 50 1 ---Duct Name: SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 5 Up: ST -390 55 3.9 Rnd 6.5 5.5 Presize 30 8.5 ---Duct Name: SR -250, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 41.7 288 0.022 24.5 0.446 288 0.022 32.0 0.444 288 0.022 28.2 0.447 260 0.022 0.0 0.449 260 0.022 0.0 0.451 255 0.021 0.0 0.455 220 0.021 15.0 0.451 0.003 0.005 0.009 0.354 0.004 0.007 0.011 0.356 0.003 0.006 0.009 0.353 0.006 0.000 0.006 0.351 0.005 0.000 0.005 0.350 0.000 0.000 0.000 0.345 0.001 0.003 0.004 0.349 Runout 0.0003 7 337 0.005 Up: ST -370 55 5.4 0.029 city or 0.007 Rnd 16.3 7.7 25.4 0.012 Presize 90 29.9 0.443 Wheat 0.357 FRldge Name: SR -260, Supplies: Dining/Kitchen,Effective Length: 16.3 3uilaing Runout 0.0003 337 pivision 0.005 Up: SMT -100 55 5.4 0.029 0.000 Rnd 16.3 7.7 0.0 0.005 Presize 90 29.9 0.451 0.349 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM ac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton,CO 80125 _ Page 7 Manual D Ductsize Data - Duct System 1 - Supply (cont' i ---Duct Name, etc. Trunk 0.0003 16.9 214 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -410, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 214 0.000 Up: ST -110 55 25 0.005 0.000 Rect 2.2 10 0.0 0.000 Presize 371 12.6 0.455 0.345 ---Duct Name: ST -400, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 12.9 343 0.000 Up: ST -330 55 14 0.016 0.000 Rect 1.5 10 0.0 0.000 Presize 333 6 0.455 0.345 ---Duct Name: ST -390, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 72 0.000 Up: ST -220 55 14 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 70 4 0.455 0.345 ---Duct Name: ST -380, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 279 0.000 Up: ST -120 55 25 0.008 0.000 Rect 0.8 10 0.0 0.000 Presize 484 4.9 0.456 0.344 ---Duct Name: ST -370, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 15.2 217 0.000 Up: ST -180 55 20 0.006 0.000 Rect 0.7 10 0.0 0.000 Presize 302 3.3 0.455 0.345 ---Duct Name: ST -360, Feeds Into: Basement, Effective Length: 3.3 Trunk 0.0003 16.9 122 0.000 Up: ST -370 55 25 0.002 0.000 Rect 3.3 10 0.0 0.000 Presize 212 19.4 0.455 0.345 ---Duct Name: ST -350, Feeds Into: Basement, Effective Length: 3.7 Trunk 0.0003 16.9 23 •0.000 Up: ST -390 55 25 0.000 0.000 Rect 3.7 10 0.0 0.000 Presize 40 21.4 0.455 0.345 ---Duct Name: ST -340, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 74 0.000 Up: ST -310 55 25 0.001 0.000 Rect 0.8 10 0.0 City of 0.000 Presize 128 4.9 0.455 0.345 _ Wheat Ridgy ---Duct Name: ST -330, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 16.9 23Aiiding 0.000 Up: ST -190 55 25 Division 0.006 0.000 Rect 1.5 10 0.0 0.000 Presize 407 8.8 0.455 0.345 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvae - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 F Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont q ---Duct Name, etc. Trunk 0.0003 16.9 Up: ST -400 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tol Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -310, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 16.9 Up: ST -400 55 25 Rect 1.5 10 Presize 256 8.8 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 16.9 Up: ST -210 55 25 Rect 0.5 10 Presize 88 2.9 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 16.9 Up: ST -170 55 25 Rect 0.7 10 Presize 162 3.9 ---Duct Name: ST -200, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 Up: ST -410 55 25 Rect 1.2 10 Presize 371 6.8 ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 16.9 Up: ST -380 55 25 Rect 2.0 10 Presize 484 11.7 ---Duct Name: ST -180, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 Up: ST -200 55 25 Rect 0.8 10 Presize 371 4.9 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 2.5 Trunk 0.0003 16.9 Up: ST -150 55 25 Rect 2.5 10 Presize 212 14.6 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Up: ST -350 55 25 Rect 1.0 10 Presize 40 5.8 ---Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 Up: ST -360 55 25 Rect 0.8 10 Presize 212 4.9 148 0.000 0.003 0.000 0.0 0.000 0.455 0.345 51 0.000 0.000 0.000 0.0 0.000 0.455 0.345 93 0.000 0.001 0.000 0.0 0.000 0.455 0.345 214 0.000 0.005 0.000 0.0 0.000 0.455 0.345 279 0.000 0.008 0.000 0.0 0.000 0.455 0.345 214 0.000 0.005 0.000 0.0 0.000 0.455 0.345 122 0.000 0.002 0.000 0.0 0.000 0.455 0.345 23 0.000 0.000 0.000 O.6 of 0.000 0.455 0.345 Wheat Ridge Buildi� �j 0.000 ivision 0.0 2 0.000 0.0 0.000 0.455 0.345 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 E Littleton, CO 80125 Page 9 Manual D Ductsize Data - Duct System 1 - Supply (contbq ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SMT-100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 135.1 Trunk 0.0003 22.4 464 0.000 Up: Fan 55 21 0.013 0.018 Rect 0.7 20 134.3 0.288 Presize 1,353 5.1 0.456 0.344 ---Duct Name: ST-110, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 16.9 256 0.000 Up: SMT-100 55 25 0.007 0.000 Rect 4.0 10 0.0 0.000 Presize 445 23.3 0.455 0.345 ---Duct Name: ST-120, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 319 0.000 Up: SMT-100 55 25 0.011 0.000 Rect 0.8 10 0.0 0.000 Presize 553 4.9 0.456 0.344 ---Duct Name: ST-230, Effective Length: 5.8 Trunk 0.0003 12.9 273 0.001 Up: SMT-100 55 14 0.010 0.000 Rect 5.8 10 0.0 0.001 Presize 265 23.3 0.455 0.345 ---Duct Name: SR-320, Supplies: Basement, Fitting: 2-I, Effective Length: 36.8 Runout 0.0003 6 377 0.007 Up: ST-330 55 4.7 0.043 0.009 Find 15.3 6.6 21.4 0.016 Presize 74 24.1 0.440 0.360 ---Duct Name: SR-330, Supplies: Basement, Effective Length: 11.5 Runout 0.0003 6 377 0.005 Up: ST-210 55 4.7 0.043 0.000 Rnd 11.5 6.6 0.0 0.005 Presize 74 18.1 0.450 City of 0.350 ---Duct Name: SR-340, Supplies: Basement, Fitting: 2-I, Effective Length: 37.6 Wheat RIaL; , Runout 0.0003 6 377 0.007 Up: ST-110 55 4.7 0.043 Building Divisia 0.009 Rnd 16.2 6.6 21.4 0.016 Presize 74 25.4 0.439 0.361 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: 28 Number of active runouts: 24 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 E Page 10 I Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Summar Total runout outlet airflow: 1,356 Main trunk airflow: 1,353 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -160 Smallest trunk diameter: 12.9 ST -290 Smallest runout diameter: 4 SR -100 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: 0.361 SR -340 Return loss added to supply: 0.056 Total effective length of return ( ft.): 180.3 Main High Total effective length of supply ( ft.): 176.7 SR -340 Overall total effective length ( ft.): 357.0 Main High to SR -340 Design overall friction rate per 100 ft.: 0.148 (Available SP x 100 / TEL) System duct surface area (No Scenario): 820.4 Total system duct surface area: 820.4 City at Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Pae 11 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc, Runout 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: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 19.9 Runout Runout 0.0003 7 299 0.002 Up: RT -110 75 5.4 0.023 0.003 Rnd 7.0 7.7 12.9 0.005 Presize 80 12.8 -0.013 0.005 ---Duct Name: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 16.9 Length: 23.4 Runout 0.0003 7 299 0.001 Up: RT -260 75 5.4 0.023 0.003 Rnd 4.0 7.7 12.9 0.004 Presize 80 7.3 -0.014 0.004 ---Duct Name: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 16.9 0.0003 Runout 0.0003 7 299 0.001 Up: RT -210 75 5.4 0.023 0.003 Rnd 4.0 7.7 12.9 0.004 Presize 80 7.3 -0.013 0.004 ---Duct Name: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 19.9 Runout Runout 0.0003 7 299 0.002 Up: RT -120 75 5.4 0.023 0.003 Rnd 7.0 7.7 12.9 0.005 Presize 80 12.8 -0.013 0.005 ---Duct Name: BR2 High, Returns From: Bedroom 2, Fitting: 6-L, Effective Length: 23.4 0.0003 Runout 0.0003 7 299 0.002 Up: RT -250 75 5.4 0.023 0.003 Rnd 10.5 7.7 12.9 0.005 Presize 80 19.2 -0.010 0.005 ---Duct Name: Island Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 0.004 ---Duct Name: Island Low, Returns From: Great Room, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 299 0.001 Up: RT -270 75 5.4 0.023 city n'T 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 V1/ 0' 004 _heat Ridge ---Duct Name: Main High, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 28.7 Runout 0.0003 12.9 552 3uilding Division0.000 Up: RT -170 75 14 0.036 0.010 Rect 0.8 10 27.9 0.010 Presize 537 3.3 0.000 0.010 ---Duct Name: Main High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.8 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 3.8 7.7 12.9 0.004 Presize 80 7 -0.014 0.004 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Ince. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 E Page 12 Manual D Ductsize Data - Duct System 1 - Return (contbq ---Duct Name, etc. Trunk 0.0003 12.9 107 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Lass/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -270, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 107 0.000 Up: RT -220 75 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 104 4.7 -0.018 0.007 ---Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 387 0.000 Up: RT -250 75 20 0.016 0.000 Rect 1.0 10 0.0 0.000 Presize 537 5 -0.015 0.053 ---Duct Name: RT -210, Feeds From: Basement, Effective Length: 4.2 Trunk 0.0003 18.6 335 0.000 Up: RT -240 75 25 0.010 0.000 Rect 4.2 12 0.0 0.000 Presize 697 25.7 -0.017 0.055 ---Duct Name: RT -250, Feeds From: Basement, Effective Length: 6.2 Trunk 0.0003 15.2 444 0.001 Up: RT -210 75 20 0.020 0.000 Rect 6.2 10 0.0 0.001 Presize 617 30.8 -0.015 0.054 ---Duct Name: RT -240, Feeds From: Basement, Effective Length: 5.3 Building Division Trunk 0.0003 18.6 335 0.001 Up: RT -260 75 25 0.010 0.000 Rect 5.3 12 0.0 0.001 Presize 697 32.9 -0.017 0.055 ---Duct Name: RT -260, Feeds From: Basement, Effective Length: 0.3 Trunk 0.0003 18.6 373 0.000 Up: RT -230 75 25 0.012 0.000 Rect 0.3 12 0.0 0.000 Presize 777 2.1 -0.018 0.056 ---Duct Name: RT -230, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 447 City of 0.000 Up: RT -110 75 25 0.016 0.000 Rect 0.8 12 0.0 0.000 Presize 932 5.1 -0.018 Wheat Ridge 0.056 ---Duct Name: RT -220, Feeds From: Basement, Effective Length: 1.0 Building Division Trunk 0.0003 18.6 127 0.000 Up: RT -120 75 25 0.002 0.000 Rect 1.0 12 0.0 0.000 Presize 264 6.2 -0.018 0.007 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-11, 5-M, Effective Length: 119.1 Trunk 0.0003 18.6 651 0.000 Up: Fan 75 25 0.032 0.038 Rect 0.5 12 118.5 0.038 Presize 1,356 3.3 -0.018 0.056 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge E - 5262 Quail St. Plan 725 Littleton CO 80125 Page 13 Manual D Ductsize Data - Duct System 1 - Return cont'd ---Duct Name, etc, Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul _ ---Duct Name: RT-110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 486 0.000 Up: RMT-100 75 25 0.019 0.000 Rect 0.8 12 0.0 0.000 Presize 1,012 5.1 -0.018 0.056 ---Duct Name: RT-120, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 165 0.000 Up: RMT-100 75 25 0.003 0.000 Rect 1.0 12 0.0 0.000 Presize 344 6.2 -0.018 0.007 ---Duct Name: RT-150, Feeds From: Basement, Effective Length: 3.5 Trunk 0.0003 12.9 552 0.001 Up: RT-200 75 14 0.036 0.000 Rect 3.5 10 0.0 0.001 Presize 537 14 -0.014 0.052 ---Duct Name: RT-160, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 552 0.000 Up: RT-150 75 14 0.036 0.000 Rect 1.2 10 0.0 0.000 Presize 537 4.7 -0.014 0.052 ---Duct Name: RT-170, Feeds From: Basement, Effective Length: 9.2 Trunk 0.0003 12.9 552 0.003 Up: RT-160 75 14 0.036 0.000 Rect 9.2 10 0.0 0.003 Presize 537 36.7 -0.010 0.048 ---Duct Name: Bsmt RA, Returns From: Basement, Fitting: 6-L, Effective Length: 20.9 Runout 0.0003 8 444 0.002 Up: RT-230 75 6.2 0.039 0.006 Rnd 4.2 8.7 16.7 City of 0.008 Presize 155 8.7 -0.010 0.008 /heat Ridge ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 16.4 0.0005 Runout 4 275 0.004 3uilding Division0.002 Up: RT-270 3.1 0.040 Rnd 10.2 4.4 6.2 0.006 Presize 24 10.6 -0.011 0.006 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: 14 Number of active runouts: 11 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 Page 14 Manual D Ductsize Data - Duct System 1 - Return (cont'd) Summar Total runout outlet airflow: 1,356 Main trunk airflow: 1,356 Largest trunk diameter: 18.6 RT-210 Largest runout diameter: 12.9 Main High Smallest trunk diameter: 12.9 RT-270 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.010 Main High Return loss added to supply: 0.056 Total effective length of return ( ft.): 180.3 Main High System duct surface area (No Scenario): 293 Total system duct surface area: 293 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Pa a 15 FT-otalBuilding Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door -Wood - Solid Core 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped -8: Wall -Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped -4: Wall -Basement, Custom, R11 Draped 216.3 815 0 35 35 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1537.4 2,121 0 1,506 1,506 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: Floor -Basement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 449.6 1,086 0 142 142 Passive, R-30 blanket insulation, carpet covering j Subtotals for structure: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 129, Summer CFM: 113 8,088 -2,785 1,950 -835 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.57 gal/day : 2,042 0 0 0 Total Building Load Totals: 41,565 -1,985 24,725 22,740 Check Figures Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of Cond. Space: 29,601 Building Loads Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 % Total Latent Gain: -1,985 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 16 S stem 1 System 1 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door-Wood - Solid Core 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped-8: Wall-Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped-4: Wall-Basement, Custom, R11 Draped 216.3 815 0 35 35 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1537.4 2,121 0 1,506 1,506 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: Floor-Basement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P-30-c: Floor -Over open crawl space or garage, 449.6 1,086 0 142 142 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 129, Summer CFM: 113 8,088 -2,785 1,950 -835 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.57 gal/day : 2,042 0 0 0 System 1 System 1 Load Totals: 41,565 -1,985 24,725 22,740 Check Figures Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of Cond. Space: 29,601 [_System Loads _ Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 % Total Latent Gain: -1,985 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 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. ity of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 E Page 17 Equipment Data - System 1 - System 1 j 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 CA13NA036****C CNPV*4221 AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge- 5262 Quail St. Plan 725 Littleton CO 80125 Page 18 Detailed Room Loads - Room 1 - Basement Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 912.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 912.0 sq.ft. Supply Air: 143 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.9 AC/hr Volume: 9,197.0 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.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R11 Draped-9 15 X 10.1 151.2 0.051 3.6 550 0.1 0 12 S -Wall-R11 Draped-9 1 X 10.1 10.1 0.051 3.6 37 0.1 0 1 E -Wall-R11 Draped-8 17.5 X 10.1 156.4 0.051 3.6 569 0.1 0 12 S -Wall-R11 Draped-9 1 X 10.1 10.1 0.051 3.6 37 0.1 0 1 E -Wall-R11 Draped-9 1.5 X 10.1 15.1 0.051 3.6 55 0.1 0 1 S -Wall-R11 Draped-8 13.3 X 10.1 114.4 0.051 3.6 412 0.1 0 6 W -Wall-R11 Draped-9 1.5 X 10.1 15.1 0.051 3.6 55 0.1 0 1 S -Wall-R11 Draped-9 8.3 X 10.1 84 0.051 3.6 306 0.1 0 6 N -Wall-R11 Draped-9 1.2 X 10.1 11.8 0.051 3.6 43 0.1 0 1 W -Wall-R11 Draped-9 14.3 X 10.1 144.4 0.051 3.6 526 0.1 0 11 N -Wall-R11 Draped-9 3.8 X 10.1 38.6 0.051 3.6 141 0.1 0 3 W -Wall-R11 Draped-9 11.5 X 10.1 115.9 0.051 3.6 422 0.1 0 9 N -Wall-R11 Draped-9 13.7 X 10.1 137.8 0.051 3.6 502 0.1 0 11 E -Wall-R11 Draped-8 11.5 X 10.1 95.9 0.051 3.6 342 0.0 0 3 N -Wall-R11 Draped-9 5 X 10.1 50.4 0.051 3.6 183 0.1 0 4 E -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 34.1 0 681 0%S S -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 17.7 0 353 0%S E -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 34.1 0 681 0%S Floor-21A-32 1 X 912.1 912.1 0.020 1.4 1,259 0.0 0 0 Subtotals for Structure: 6,681 0 1,797 Infil.: Win.: 7.2, Sum.: 6.3 176 2.541 447 0.614 -154 108 Room Totals: 7,128 -154 1,905 City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM FRhvac - Residential & Light Commercial HVAC Loads h & Willis HVAC LLC Remington Homes Elite Software Development, Inc. - Quail Ridge - 5262 Quail St. Plan 725 ton, CO 80125 Page 20 Detailed Room Loads - Room 3 - Laundry _ (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.5 ft. System Number: 1 Room Width: 7.2 ft. Zone Number: 1 Area: 82.0 sq.ft. Supply Air: 50 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 831.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 11.5 X 10.1 98.1 0.062 4.3 420 0.9 0 87 N -Wall-R23 7.2 X 10.1 58.8 0.062 4.3 251 0.9 0 52 W -Door-11 D 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 N -GIs-Remington Window shgc- 13.5 0.300 20.7 279 11.6 0 156 0.3100%S Subtotals for Structure: 1,196 0 384 Infil.: Win.: 7.7, Sum.: 6.7 188 2.540 478 0.611 -165 115 Equipment: _ _ _ _ 0 _ 500 Room Totals: 1,674 -165 999 cit v C8f Wheat Rfd9e Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac -Residential &Lig Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes E - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 21 Detailed Room Loads - Room 4 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 359.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 360.0 sq.ft. Supply Air: 181 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 3,626.0 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.: 18 CFM Actual Summer Infil.: 16 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15 X 10.1 103.2 0.062 4.3 441 0.9 0 91 S -Wall-R23 1 X 10.1 10.1 0.062 4.3 43 0.9 0 9 W -Wall-R23 14.5 X 10.1 146.2 0.062 4.3 625 0.9 0 130 N -Wall-R23 4.2 X 10.1 42 0.062 4.3 180 0.9 0 37 E -Wall-R23 5.3 X 10.1 53.7 0.062 4.3 230 0.9 0 48 N -Wall-R23 5 X 10.1 35.4 0.062 4.3 151 0.9 0 31 E -GIs-Remington Window shgc-0.3 48 0.300 20.7 994 34.1 0 1,635 0%S N -GIs-Remington Window shgc- 15 0.300 20.7 311 11.5 0 173 0.3100%S Subtotals for Structure: 2,975 0 2,154 Infil.: Win.: 18.4, Sum.: 16.2 454 2.542 1,153 0.613 -397 278 Equipment: _ _ _ _ 0 1,200 Room Totals: 4,128 -397 3,632 City Of Whoa, Ridge 8uilpin91),sion M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac- Residential&Light Commercial HVAC Loads Elite Software Development, In Smith & Willis HVAC LLC Remington Homes M - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 Pa a 22 Detailed Room Loads - Room 5 - Stud (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 142.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 142.0 sq.ft. Supply Air: 103 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 1,432.0 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.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.8 X 10.1 119.2 0.062 4.3 510 0.9 0 106 W -Wall-R23 12 X 10.1 76 0.062 4.3 325 0.9 0 67 N -Wall-R23 5.5 X 10.1 55.4 0.062 4.3 237 0.9 0 49 W -GIs-Remington Window shgc- 15 0.300 20.7 311 34.1 0 511 0.30%S W -GIs-Remington Window shgc- 15 0.300 20.7 311 34.1 0 511 0.30%S W -GIs-Remington Window shgc- 15 0.300 20.7 311 34.1 0 511 0.30%S UP-Ceil-1613-50 134.1 X 1 134.1 0.020 1.4 185 1.0 0 131 Subtotals for Structure: 2,190 0 1,886 Infil.: Win.: 12.0, Sum.: 10.5 296 2.540 751 0.612 -259 181 Room Totals: 2,941 -259 2,067 city of Wheat Ricdge 13"ilding Olvjsror, M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Homes E Elite Software Development, Inc. - Quail Ridge - 5262 Quail St. Pian 725 Littleton, CO 80125 Page 23 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 466.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 466.0 sq.ft. Supply Air: 307 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.9 AC/hr Volume: 4,699.0 cu.ft. Req. Vent. CIg: 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.: 35 CFM Actual Summer Infil.: 31 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 13.3 X 18.2 242.2 0.062 4.3 1,036 0.9 0 215 W -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 4.7 X 18.2 63.6 0.062 4.3 272 0.9 0 56 S -Wall-R23 3.7 X 10.1 24.5 0.062 4.3 105 0.9 0 22 W -Wall-R23 6 X 10.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 7.3 X 10.1 73.9 0.062 4.3 316 0.9 0 66 E -Wall-R23 17.5 X 18.2 208 0.062 4.3 890 0.9 0 184 S -Wall-R23 1 X 18.2 18.2 0.062 4.3 78 0.9 0 16 W -Door-11 D 3 X 6.7 20 0.200 13.8 276 5.0 0 100 S -GIs-Remington Window shgc-0.3 21.2 0.300 20.7 440 17.6 0 375 0%S S -GIs-Remington Window shgc-0.3 12.5 0.300 20.7 259 17.7 0 221 0%S E -GIs-Remington Window shgc-0.3 27.5 0.300 20.7 569 34.1 0 937 0%S E -GIs-Remington Window shgc-0.3 27.5 0.300 20.7 569 34.1 0 937 0%S E -GIs-Remington Window shgc-0.3 55 0.300 20.7 1,139 34.1 0 1,874 0%S UP-Ceil-1613-50 352.7 X 1 352.7 0.020 1.4 487 1.0 0 346 Subtotals for Structure: 6,739 0 5,411 Infil.: Win.: 35.2, Sum.: 30.8 865 2.542 2,198 0.613 -757 530 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 8,937 -557 6,171 Cihl of Wheat Rage guildir,'q Div, 100 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac -Residential &Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 Pa a 24 Detailed Room Loads - Room 7 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 22.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 23.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.9 AC/hr Volume: 183.0 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.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 5.8 X 8.1 39.1 0.062 4.3 167 0.9 0 35 E -GIs-Remington Window shgc-0.3 8 0.300 20.7 166 34.1 0 273 0%S UP-Ceil-16B-50 22.6 X 1 22.6 0.020 1.4 31 1.0 0 22 Subtotals for Structure: 364 0 330 Infil.: Win.: 1.9, Sum.: 1.7 47 2.547 120 0.616 -41 29 Room Totals: 484 -41 359 City Of M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads® Smith & Willis HVAC LLC Remington Homes Elite Software Development, Inc. - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 25 Detailed Room Loads - Room 8 - Mstr WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 82.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 82.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.1 AC/hr Volume: 663.0 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 Glg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 7 X 8.1 56.6 0.062 4.3 242 0.9 0 50 UP-Ceil-166-50 82 X 1 82 0.020 1.4 113 1.0 0 80 Floor-20P-30 1 X 4.5 4.5 0.035 2.4 11 0.3 0 1 Floor-20P-30 1 X 43.4 43.4 0.035 2.4 105 0.3 0 14 Subtotals for Structure: 471 0 145 Infil.: Win.: 2.3, Sum.: 2.0 57 2.546 144 0.619 -49 35 Room Totals: 615 -49 180 City of Wheat RidaR Building Div�sior, M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Homes 1 Elite Software Development, Inc. - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 26 Detailed Room Loads - Room 9 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 92.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 92.0 sq.ft. Supply Air: 40 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.3 AC/hr Volume: 745.0 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.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 10.5 X 8.1 72.8 0.062 4.3 312 0.9 0 65 E -Wall-R23 5.7 X 8.1 33.8 0.062 4.3 145 0.9 0 30 N -GIs-Remington Window shgc- 12 0.300 20.7 248 11.6 0 139 0.3100%S E -GIs-Remington Window shgc-0.3 12 0.300 20.7 248 34.1 0 409 0%S UP-Ceil-16B-50 92.1 X 1 92.1 0.020 1.4 127 1.0 0 90 Subtotals for Structure: 1,080 0 733 Infil.: Win.: 5.3, Sum.: 4.7 131 2.541 332 0.612 -114 80 Room Totals: 1,412 114 813 city o.,' Wheat Ricige Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM -Residential &Light Commercial HVAC Loads &Willis HVAC LLC Remington Homes Elite Software Development,Inc.Smith Quail Ridge 5262 Quail St. Plan 725[R-hvac ittleton, CO 80125 Page 27 Detailed Room Loads - Room 10 - Upper Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 67.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 68.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.4 AC/hr Volume: 547.0 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.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-1613-50 67.7 X 1 67.7 0.020 1.4 93 1.0 0 66 Subtotals for Structure: 93 0 66 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 93 0 66 City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. E Plan 725 Littleton, CO 80125 Page 28 Detailed Room Loads - Room 11 - Master Suite (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 256.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 256.0 sq.ft. Supply Air: 137 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 2,071.0 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.: 7 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 15 X 8.1 76.2 0.062 4.3 326 0.9 0 68 S -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 N -Wall-R23 5 X 8.1 27.9 0.062 4.3 119 0.9 0 25 E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S N -GIs-Remington Window shgc- 12.5 0.300 20.7 259 11.5 0 144 0.3100%S UP-Ceil-16B-50 256.2 X 1 256.2 0.020 1.4 354 1.0 0 251 Subtotals for Structure: 2,026 0 2,028 Infil.: Win.: 6.9, Sum.: 6.0 170 2.540 431 0.613 -148 104 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: _ _ _ 0 400 Room Totals: 2,457 52 2,762 I City of ` l'heat RidgQ Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes M - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 29 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure i General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 174.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 93 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,410.0 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.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wali-R23 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 W -Wall-R23 12.5 X 8.1 71 0.062 4.3 304 0.9 0 63 N -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 2 X 8.1 16.2 0.062 4.3 69 0.9 0 14 W -GIs-Remington Window shgc- 30 0.300 20.7 621 34.1 0 1,022 0.30%S UP-Ceil-1613-50 174.4 X 1 174.4 0.020 1.4 241 1.0 0 171 Floor -201P-30 1 X 174.4 174.4 0.035 2.4 421 0.3 0 55 Subtotals for Structure: 1,916 0 1,379 Infil.: Win.: 7.2, Sum.: 6.3 178 2.543 452 0.613 -156 109 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 150 Room Totals: 2,368 44 1,868 city of /heat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light CommercialHVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Pa a 30 Detailed Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) General.. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 14.5 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 96 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.1 AC/hr Volume: 1,407.0 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.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-R23 14.5 X 8.1 117.2 0.062 4.3 501 0.9 0 104 W -GIs-Remington Window shgc- 30 0.300 20.7 621 34.1 0 1,022 0.30%S UP-Ceil-166-50 174 X 1 174 0.020 1.4 240 1.0 0 171 Floor-20P-30 1 X 174 174 0.035 2.4 420 0.3 0 55 Subtotals for Structure: 2,068 0 1,411 Infil.: Win.: 8.7, Sum.: 7.6 214 2.541 544 0.612 -187 131 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: _ 0 150. Room Totals: 2,612 13 1,922 City or '/heat Ridg 3uilding Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac -.Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 31 Detailed Room Loads -Room 14 -Upper Hall (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 181.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 181.0 sq.ft. Supply Air: 65 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 1,466.0 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.: 10 CFM Actual Summer Infil.: 8 CFM Item Area -U'- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 4 X 8.1 23.6 0.062 4.3 101 0.9 0 21 W -Wall-R23 11.5 X 8.1 80.4 0.062 4.3 344 0.9 0 71 S -Wall-R23 7.5 X 8.1 60.6 0.062 4.3 259 0.9 0 54 W -Wall-R23 6 X 8.1 42.2 0.062 4.3 181 0.9 0 37 S -GIs-Remington Window shgc-0.3 8.8 0.300 20.7 181 17.6 0 154 0%S W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.30%S W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.30%S W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.30%S UP-Ceil-166-50 181.4 X 1 181.4 0.020 1.4 250 1.0 0 178 Floor -20P-30 1 X 9 9 0.035 2.4 22 0.3 0 3 Floor -20P-30 1 X 44.3 44.3 0.035 2.4 107 0.3 0 14 Subtotals for Structure: 1,832 0 1,171 Infil.: Win.: 9.5, Sum.: 8.3 234 2.544 596 0.615 -205 144 Room Totals: 2,428 -205 1,315 City of Wheat Ridge i3uilding Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. E Pian 725 Littleton, CO 80125 Page 32 Detailed Room Loads - Room 15 - Crawl Space (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 182.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 182.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 940.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 24 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 273 ft./min. Percent of Supply: 0 % Runout Air Velocity: 273 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.064 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped -4 11.8 X 5.2 61.2 0.051 3.8 231 0.2 0 10 W -Wall-R11 Draped -4 12.2 X 5.2 62.9 0.051 3.8 237 0.2 0 10 N -Wall-R11 Draped -4 5.5 X 5.2 28.4 0.051 3.8 107 0.2 0 5 W -Wall-R11 Draped -4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 N -Wall-R11 Draped -4 6.3 X 5.2 32.7 0.051 3.8 123 0.2 0 5 Floor -21A-32 1 X 182 182 0.020 1.4 251 0.0 0 0 Subtotals for Structure: 1,066 0 35 Infil.: Win.: 2.0, Sum.: 1.8 50 2.533 126 0.603 -44 30 Room Totals: 1,192 -44 65 I city of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HV Smith & Willis HVAC LLC Littleton. CO 80125 Loads System 1 Room Load Summa Remington Homes - Quail Ridge - 5262 Quail lent, Inc. Plan 725 M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Basement 912 7,128 143 6,6,6 1,905 -154 105 143 2 Pwdr 38 1,054 21 5 601 -109 33 30 3 Laundry 82 1,674 34 6 999 -165 55 50 4 Dining/Kitchen 360 4,128 83 7,7 3,632 -397 201 181 5 Study 142 2,941 59 6,6 2,067 -259 114 103 6 Great Room 466 8,937 179 7,7,7,7 6,171 -557 341 307 7 W/C 23 484 10 4 359 -41 20 18 8 Mstr WIC 82 615 12 4 180 -49 10 12 9 Mstr Bath 92 1,412 28 6 - 813 -114 45 40 10 Upper Bath 68 93 2 4 66 0 4 3 11 Master Suite 256 2,457 49 7,7 2,762 52 152 137 12 Bedroom 2 174 2,368 47 6,6 1,868 44 103 93 13 Bedroom 3 174 2,612 52 6,6 - 1,922 13 106 96 14 Upper Hall 181 2,428 49 7 1,315 -205 73 65 15 Crawl Space 182 1,192 24 11-4 273 65 -44 4 24 Humidification 2,042 System 1 total 3,232 41,565 791 24,725 -1,985 1,365 1,230 System 1 Main Trunk Size: 21 x20 in. Velocity: 464 ft./min Loss per 100 ft.: 0.013 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total i Tons Split Btuh Btuh Btuh Net Required: 2.06 109%/-9% 24,725 -1,985 24,725 Actual: 2.83 100%/0% 34,000 0 34,000 I City of Wheat Ridge Building Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 Page 34 _. Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): House faces West Individual Rooms 00 450 900 1350 1800 2250 2700 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement *143 143 143 143 143 143 143 143 6,6,6 2 Pwdr 30 28 25 28 '30 26 21 26 5 3 Laundry 50 61 82 65 54 67 '86 63 6 4 Dining/Kitchen 181 187 '199 191 186 185 190 181 7,7 5 Study 103 85 66 85 `103 99 87 99 6,6 6 Great Room 307 '314 308 306 297 288 279 296 7,7,7,7 7 W/C 18 17 14 17 "18 15 12 15 4 8 Mstr WIC '12 12 12 12 12 12 12 12 4 9 Mstr Bath 40 47 '56 50 44 49 53 46 6 10 Upper Bath 3 3 4 3 3 4 -4 4 4 11 Master Suite 137 141 '144 144 142 137 133 134 7,7 12 Bedroom 2 93 82 75 83 '93 93 90 93 6,6 13 Bedroom 3 96 85 78 85 "96 96 94 95 6,6 14 Upper Hall 65 64 65 62 63 69 '76 71 7 15 Crawl Space '24 24 24 24 24 24 24 24 1--4 Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West -1,230 24,725 *-1,985 2.06 45° Northwest 1,230 23,576 -1,985 1.96 90° North 1,230 19,869 -1,985 1.66 135° Northeast 1,230 25,395 -1,985 2.12 180° East 1,230 '26,629 -1,985 '2.22 225° Southeast 1,230 23,297 -1,985 1.94 270° South 1,230 18,707 -1,985 1.56 315° Southwest 1,230 22,862 -1,985 1.91 Indicates highest value of all rotations. City of Wheat Ridge Buildinq Division M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Il Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 ____ __ __________ Page 35.1 Building Rotation Report (cont'd) 1 Building Rotation Tonnage 2.3t.................................................................................................. 2.2t ................................................... y ..�...............................,........, 2.1t .......................................... ............. ..... W C C U1.9} .................... 1.8t ........................ 1.7t ............................ 1.6t..............................................................................X../................ 1.5 i West Northwest North Northeast East Southeast South Southwest Direction House Faces —+— Buildinq Net Tonnaqe M:\ ...\Remington Ho ... age Left.rhv City of Wheat Ridge. 3uilding Division Thursday, October 26, 2017, 11:06 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton, CO 80125 _ _ _ Page 36 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain r m Vv 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day city of —�— House faces West 'Wheat Ridge — i--- House faces Northwest �-0 House faces North Building Division --�--- House faces Northeast House faces East �— House faces Southeast House faces South House faces Southwest M:\ ...\Remington Ho ... age Left.rhv Thursday, October 26, 2017, 11:06 AM SR -330,6",74 C\Reg:10x4 Place ceiling return 10'0" away from the water heater. Bsmt RA,8",155 CFM,Grille:12x12 SR340,6",74 CF\ g:10x4 ISR -320,6",74 CFM,Reg:10x4 11'0" of 14x10" 1 1 8'0" of 20x10" H—a 1A�,Cub9—.V 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 BY A 2N' FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) 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 OR % 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 UNFINISHED CONDITION 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 Remington Homes Quail Ridge 5262 Quail St. Basement 8'0" of 4x1D" UP DN aN Ua oN TG Crawl Space Crawl RA,4",24 CFM,Grille:10x4 City OF Wheat Ridg- COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance —d ) \ la 11 L--i- Plans E xaminn Date jANyt 1 of aarwdl. rhe bwonce of 0 aSAWOLW 61 loft spreproom w0compurotiomshat!notDeopermitfar,cram *S% --- {0rerubbil eb any ofthe prowsiomofrhebLoangcodeoraf"vc4ir0r1inA re ItsvOtll presumep to give outhority to viobre of rafter the proMt+au of Of &mN** codes of ~ ofembces of rhe City SW 1W 6e -ft Basement -:�X— North Page: 8.5x11" Scale: 1/8" - 1'0" Smith Millis !I7 SR -250,7',90 CFM,Reg:10x4 \ SR -260,7',90 CFM,Reg:10x4 Walls need double to \ \ make it to 2nd floor. Island Low,7",80 CFM,Grille:12x6 I Island Low,7",80 CFM,Grille:12x6 I // SR -180,7',77 CFM,Reg:10x4 / SR-190,7",77CFM,RegAOx4 SR -170 7" 77 CFM_R-10x4 SR -210,6",51 CFM,Reg:10x4 SR -2 0,6",51 CFM,Reg:10x4 City of Whew Ridge Building Division Page: 8.5x11" Main Floor Scale: 1/8" = 1'0" Remington Homes Smith Millis Quail Ridge 5262 Quail St. U , U); C E z N F 8 ui yh 0 00 -.V210 =ogLC01 aj r -j w E -C m i: 01 -V41 E E >0 COO -E c'ov ow zZ m4l ko -0 x Lnn tm. LA 0 r ,=M 0 ma 4, a 00 0 ON 0. 41 v CL F 8 0 E 0 29E LL LL LL viLL O r- in 00 Nr 0 0 V rn o r ; Il m 00 V). A/'} 0 r- -0CD 00 Q, 44 c 21 Z rn U < rNro ilit n1 M Li- < 1 m lQ E E IT Q,C1 x o m 0 .2 N. c V) C� O N 44 V D m w c N Ln %d 0 0 Ln N ai LL. U 'ar- I `6 E �6 F= E = E 0 z z N 0 u n m F 0 E 0 29E ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5262 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Mandatory Requirements Inspection Status Results are projected ,/Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. J Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. J Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. nergyLogic onolY ala. Inslypl. y�svr trr. HERS Index Target Reference Home HERS 74 SAF (Size Adjustment Factor) 0.90 SAF Adjusted HERS Target 66 As Designed Home HERS 60 As Designed Home HERS w/o PV 60 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 41.2 31.0 Cooling 7.1 6.1 Water Heating 10.7 8.2 Lights and Appliances 27.4 24.9 Total 86.3 70.2, heat Ridge i30ding Division 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 Type of Emissions Carbon Dioxide (CO2) - tons/yr Reduction 2.0 Energy Coast Savings Heating Cooling Water Heating Lights & Appliances Generation Savings Total $!yr 161 12 33 87 0 293 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 5262 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 725 FB - Wheat Ridge - Remington Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total nergyLogic ... " . In. ry h 1, anxr•r1. Inspection Status Results are projected Annual Energy Cost 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing passes by 11.0% IECC 2012 Performance $637 $134 $154 $925 $796 $0 $1,721 402.5 Area -weighted average fenestration SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed $536 $133 $154 $823 $783 $0 $1,606 �r p`J\S�on le.0 r9 Design exceeds requirements for IECC 2012 Performance compliance by 11%.. Name: Peter Oberhammer Organization: EnergyLogic Signature: , Jz. 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 ?cciedited IECC Rating Tool. Building Summary QnergyLogic Inslppl. anr��rr. Property organization onot'.N. Remington Homes EnergyLogic 5262 Quail St Peter Oberhammer Wheat Ridge, C08G033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes 725 F8 - Wheat Ridge- Remington General Building Information Number Of Bedrooms 3 Number Of Floors 2 Conditioned Floor Area [sq. fl.] 3,320 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 32,139 Number Of Units t Residence Type Single family detached Model 725 FB - Wheat Ridge Community Wheat Ridge Basement Wall Name Library Type HeightAbove Grade Depth Below Grade Perimeter Location InteriorShellLocatior BsmtlGarageUn R-19 Draped Full 1 7 372 Exposed Exterior Conditioned Space Bsmt/GroundUnrinis R-19 Draped Fu If 1 7 1248 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation FeetFrom Wall Top To Insulation Is Fully Insulated R Thp Bottom R-19 Draped Full NIA NSA Yes 19 SING Name Library type Perimeter FloorGrade CarpetR Exposed Surface Area Location MasonryArea InteriorShel Locatior Bsmt Uninsulated 162 Below Grade 123 0 1.0960 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Slab Complete) Underslabinsulation Perimeterinsulation PerimeterinsulationR R Insulated Width (ft) Depth [fq Value Uninsulated Wood Frame# Other No 0 0 0 0 _.'ity n`: Wheat Rlage Building Division Building Summary QnergyLogic Property Organization Remington Homes EnergyLogic 5262 Quail StPeler Oberhammer Wheat Ridge . C080033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge- Remington Framed Floor Library List Name R t 12" R5016"OC BF G1 46.08006 Exterior cant Rim Joist Name Library Type Ambient R 19.0 223.5 sq. ft Garage _ R 19.0 37.2 sq. ft Rim -Jclst Lit Name R 190 Name Library type Back 2x6 2x6 R2316" OC BF G1 Front 2x6 2x6 R2316" OC BF Medium G1 Framed Floor 2x6 82316" OC BF 0.9 _ G1 Name Library Type CarpetR Floor Grade SuriaceArea Location Interior Shelf Locatior Cantilever 17' R50 18'OC BF G1 1.23 Above Grade 12.0 sq. fL Exposed Exterior Conditioned Space Exterior cant Garage 12' R50 16 OC BF G1 1.23 Above Grade 429.7 sq- ft. Unconditioned, attached Conditioned Space Exterior cant garage Framed Floor Library List Name R t 12" R5016"OC BF G1 46.08006 Exterior cant Rim Joist Name Library Type Ambient R 19.0 223.5 sq. ft Garage _ R 19.0 37.2 sq. ft Rim -Jclst Lit Name R 190 Name Library type Back 2x6 2x6 R2316" OC BF G1 Front 2x6 2x6 R2316" OC BF Medium G1 Garage 2x6 2x6 82316" OC BF 0.9 _ G1 Left 2x6 2x6 82316" OC BF 075 G1 Right 2x6 2x6 R2316" OC BF G1 19 Emittance Solar Absorptance Exposed Exterior Unconditioned, attachedgarage 0.9 0.75 Medium 0.9-0 75 Medium 0.9 _ 075 Medium 09 075 Medium Conditioned Space Conditioned Space urfaceArea Location InteriorShel Locatior 761.5 sq. ft Exposed Exterior Conditioned Space 529.0 sq. ft Exposed Exterior Conditioned Space 334-5 sq- ft Unconditioned, Conditioned Space allached garage 623.5 sq. ft Exposed Exterior Conditioned Space 0.9 0.75 Medium 521.5 sq. ft Exposed Exterior Conditioned Space Wheat Ridge Building Divisrar Building Summary Property Remington Homes 5262 Quaii St Wheat Ridge , C080033 725 FB - Wheat Ridge- Remington 725 FB - Wheat Ridge- Remington Mall Library List Name 2x6 R2316" OC BF G1 Organization E nergyLogic Peter Oberhammer Builder Remington Homes R 18.49835 Inspection Status Results are projected nergyLogic ... ir.r.. 1-99hi. e..�.��. Name Library Wall Basemen OverhancOverhancOverhanc Interior Interior Aci acent AdjacentOrientatic Surface Location Interio 7ypeAssignme Wall Depth Ft To Top Ft To Winter Summer Winter Summer Area She[ Assignme Bottom Shading Shading Shading Shading Locatior Back 2x6 30130 Back 2x6 0 0 0 0.85 07 1 1 East 235.5 sq. Exposed Conditione ft. Exterior Space Back bsmt .301.30 Bsmt/G rou 0 0 0 0.85 0.7 1 1 East 40.0 sq. Exposed Condltiane Unfinis ft. Exterior Space Front 2x6 .301.30 Front 2x6 0 0 0 0.85 0.7 1 1 West 123.8 sq- Exposed Condltione ft. Exterior Space Left 2x6 .301.30 Lett 2x6 0 0 0 0.85 07 1 1 North 42.5 sq. Exposed Conditione ft Exterior Space Left bsmt .301.30 BsmttGrou 0 0 0 0.85 0.7 1 1 North 40D s.q Exposed Condition Unfints ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 South 53.5 sq. Exposed Conddione ft. Exterior Space Glazing Library Lis Name 30 30 Sky Shge 0.3 3.33333 Skylight Library List r None Present 'City o• Wheat Ridge Building Division Building Summary Property Organization Remington Hanes EnergyLogic 5262 quail St Peter Oberhammer Wheat Ridge , C030033 Space Builder 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge - Remington Opaque Door Inspection Status Results are projected (DnergyLogic ono 1'.1,1-191,. Name Library Type WallBasement Wail Emittance Solar Surface Color SurfaceArea Assignment Assignment Absorptance Front2x6 insulated Door Fron12x6 0.9 0.75 Medium 24.0 sq. ft. 6.6 Garage R5Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft. Entry Opaque Door Library List Name R <,..... Insulated Door 6.6 6.59979 R 5 Garage Entry 5 Location IntenorShel Locatior Exposed Conditioned Exterior Space Exposed Conditioned Exterior Space Name Library Type Roof -Deck Clay or Emittance Solar Surface Color SurfaceArea Location InteriorShel Area [sq. ft] ConcreteRoof Absorptance Locatior Tiles flat R-50 BF 24'bc 1.537 No 0.9 0.9 Dark 1,537-0 sq, It. Attic Conditioned Space I Mechanical Ventilation ventilation Type Ventilation Rate [Cr. Exhaust Only Blower -door tested City of Wheat Ridgy Building Divisior 64 24 15 Yes 0 Building Summary nergyLogic Property Organization Remington Hanes EnergyLogic 5262 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge- Remington Lighting _ % IntenorEfficient % ExteriorEfficientLighting % GarageEfficient Lighting Lighting 100 0 0 Solar Genera ..a Solar Generation Library List "", _. NonePreseM t� Name Air cOnditioner(3) Fuel -fired air distribution (1) Water Heating (2) Library Type 13SEER/42STU 3.5 ton 921AFUEI100K w62 EF / 76 RE / 50g Equipment Type: 13SEER/42BTU 3.5 ton Fuel Type Electric Distribution Type Forced Air Heating PercentLoad 0% 100% 0% Cooling PercentLoad 100% 0% 0% Hot Water PercentLoad 0% 100% City 0-11 Wheat Ridgc- Building Di.r o, Budding Summary Property Organization Remington Hones EnergyLogic 5262 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge- Remington Equipment Type; 92.1 AFUE ! 100K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtuth) 92 Use default EAE No EAE [kWh] 878 Equipment Type: w62 EF / 76 RE / 50g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 0.76 Distribution System Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 3320 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. ft-] 896.4 Return Duct Area [sq. ff.] 664 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFM @ 25Pa] 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 2 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 i .'c f D.f"— Arco n QnergyLogic t iw o" Wheat Ridgf Building 01"""1. Property Organization Remington Hanes EnergyLogic 5262 Quail St Peter Oberhammer Wheat Ridge, GO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge- Remington Ceiling Fan Has Ceiling Fan No Cfm Per Watt 100 Water Distribution Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 75 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Fuel Type Electric Cef 2.61739 Field Utilization Timer Controls Clothes Washer Label Energy Rating 487 kWhfYear Electric Rate M081kWh Annual Gas Cost $23.00 Gas Rate $0.69/Therm Capacity 3.2 1 met 0.80737 r` Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Standard 0.67 Electric No No 500 kWhiYear (DnergyL©gic ...IT f, 1-tahi, 011hMhi 1. heat Ridge guildin9 Dtwistor. �m a A01q0qv:3 W1 MiTek Re: 725A PC GL 725A PC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R52108639 thru R52108691 My license renewal date for the state of Colorado is October 31, 2019. rp,DO LICF�s 'sOp/V ••Fo ZO ON ;U O; PE -44018 Qom, •.,• ,: 0�, .t'i City of 0 COMMUNITY WheatR��e DEVELOPMENT APPROVED Reviewed for Code Compliance 11 Mss Examiner Date vaKdkvo1saredt:1Ikesuanceofopermedr4WoWd1Pbmsp-*= tats and compWabom sholl not bee perm# for, a an approwt of arq Wabtba to any of the aomiom of the buftnpcode or ofo" Gty or"nm. Petrrrlb ptesumhp to 9W cuVwo to violate ofcatcel the ptorifbrts of ft &&VAM codes or other ord VAM of the City sw OW beva" October 25,2017 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. � � �� „ m „ja Truss Connector Total List Manuf Product Qty USP HUS26 16 USP JUS24 1 USP MSH29 2 USP THDH26-2 1 Simpson TJC37 4 USP HTW20* 6 USP RT7* 200 City of Wheat Ridge Ouiiding Divisio, L9 L J 7-1- HOLT r 00 J 7- N r - o LO W (U J a O M -- O U) N U m E C -= O O Y D CU -0 5--. W D m a � C C -= O O Y D � =mom y�� z sm� O r N O N jp N � D ' O 0 �Lo � Qoa x C' I I LL M E E o«m E.� o�N Dom L Cn W Qo2 Q o ~ n0 D d O L.L O J D U) (D��L Amo hcm LI) O r` 0 o�> €m y az 2�o mm3 vii L O O a O M Eo > U N N J m O.Nm W �� N m 600 Q x N O � O p a 0 d Em ❑morn a�iUS w�a SEN rn Em w' -c UQD2 Dp Un n �� act C O D L LL W J U mac K N N F- -a~m < Q Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108639 725A—PC—GL Al GABLE 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:31 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-uySZ3LafuXMHwtC I R_rcm2Ce301yEr?jnpO21XyPvkE --0- 13-3-0 19-0-0 26-1-8 -0-0 6-9-4 6-5-12 5-9-0 7-1-8 6xt 46 = 14 13 12 11 10 6.00 12 3x4 4x6 = 9 3x4 6x12 114 1-8 19-0-0 26-1-8 Scale = 1:75.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.09 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 8-9 >746 240 9) Refer to girder(s) for truss to truss connections. TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 7 n/a n/a BCLIL 0.0* Code IRC2012/TP12007 Matrix -S Wind(LL) 0.01 8 >999 240 Weight: 235 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 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 WEBS 2x4 SPF No.2 *Except* BOT CHORD 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3-13,5-8,2-14,2-13: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E WEBS OTHERS 2x4 HF Stud *Except* 5) All plates are 2x4 MT20 unless otherwise indicated. 15-16,17-18,19-20,33-35: 2x4 SPF No.2 6) Gable studs spaced at 1-4-0 oc. REACTIONS. All bearings 11-11-8 except Ot=length) 7=Mechanical. PE 4401.8 (lb) - Max Horz 14=402(LC 5) 9) Refer to girder(s) for truss to truss connections. `CBCs Max Uplift All uplift 100 Ib or less at joint(s) 14, 7, 13, 10 except 9=-166(LC 9), except Ot=1b) 9=166, 12=197. 12=-197(LC 3) October 25,2017 Max Grav All reactions 250 Ib or less at joint(s) 11 except 14=300(LC 1), 9=1658(LC 1), 7=465(LC 1), 13=327(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-129/297, 3-4=0/543, 4-5=0/402, 5-6=-615/53, 6-7=-491/148 BOT CHORD 13-14=447/523, 12-13=-304/253, 11-12=-304/253, 10-11=-304/253, 9-10=-304/253, 8-9=-35/428 WEBS 3-9=-434/254, 4-9=-856/0, 5-9=-792/206, 5-8=0/461, 2-13=-418/259 Structural wood sheathing directly applied or 5-11-9 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9, 4-9, 5-9 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. p D O LIG' 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 Qe`.•••••�•.�/1rs 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 �� •' SOON •e f� non -concurrent with other live loads.Q': 5) All plates are 2x4 MT20 unless otherwise indicated. U 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. PE 4401.8 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. `CBCs 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 7, 13, 10 e. e. \ except Ot=1b) 9=166, 12=197. ON October 25,2017 ,& 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 MTek® 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 antl/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 log Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 725A PC 4x12 \\ 6x6 = 852108640 725A -PC -GL A2 Roof Special 6 1 6 0 ]�J� Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:32 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-M9OxGhbHfgU8Y1 nU?iMRIFInzQZhzEgt?TBcryPvkD - -0- 13-3-0 19-0-0 26-1-8 -0-0 6-9-4 6-5-12 5-9-0 7-1-8 5x6 \\ Scale = 1:73.4 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 `Except' BOT CHORD 3-10.5-8,2-11.2-10: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E WEBS REACTIONS. (Ib/size) 11=1381/0-5-8,7=1285/Mechanical Max Horz 11=402(LC 5) Max Uplift 11=-168(LC 8), 7=-141(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/209, 3-4=-1176/303, 4-5=-1046/298, 5-6=-2723/256, 2-11=-1304/209, 6-7=-1414/266 BOT CHORD 10-11=-425/661,9-10=-179/1123,8-9=-96/2205,7-8=-207/499 WEBS 3-9=-496/276, 4-9=-205/736, 5-9=-1765/267, 5-8=0/1810,2-10=-3/659, 6-8=0/1602 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-14 oc bracing: 10-11. 1 Row at micipt 3-9,5-9 Fns iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation nide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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) The Fabrication Tolerance at joint 2 = 8 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=168,7=141. ;.amity OV Wheat Ridge Building Division ��p00 LICF� �O yy • ;sFO O PE -44018 bONW October 25,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component,, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 [ lT e�" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hel hN CA 95610 4x12 \\ 6x6 = 8 6 0 ]�J� = 2 8x8 9 11 10 6x12 6.00 12 3x6 5x6 II 4x6 = i 6-9-4 6-9-4 11-11-8 19-0-0 26-1-8 Plate Offsets (X Y)- [5:0-1-8,0-2-01, [6:0-5-12.0-1-81, f770 -0-12 0-1-8],x8.0-4-0.0-3-15] [9:0-6-8 Edge] 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 0.78 Vert(LL) -0.15 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.66 Vert(TL) -0.36 8-9 >853 240 TCDL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.26 7 n/a n/a BCLL tno 0. Rnni Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 8-9 >999 240 Weight: 135 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 `Except' BOT CHORD 3-10.5-8,2-11.2-10: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E WEBS REACTIONS. (Ib/size) 11=1381/0-5-8,7=1285/Mechanical Max Horz 11=402(LC 5) Max Uplift 11=-168(LC 8), 7=-141(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/209, 3-4=-1176/303, 4-5=-1046/298, 5-6=-2723/256, 2-11=-1304/209, 6-7=-1414/266 BOT CHORD 10-11=-425/661,9-10=-179/1123,8-9=-96/2205,7-8=-207/499 WEBS 3-9=-496/276, 4-9=-205/736, 5-9=-1765/267, 5-8=0/1810,2-10=-3/659, 6-8=0/1602 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-14 oc bracing: 10-11. 1 Row at micipt 3-9,5-9 Fns iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation nide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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) The Fabrication Tolerance at joint 2 = 8 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=168,7=141. ;.amity OV Wheat Ridge Building Division ��p00 LICF� �O yy • ;sFO O PE -44018 bONW October 25,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component,, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 [ lT e�" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hel hN CA 95610 Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 1 Row at midpt 852108641 725A_PC_GL A3 Roof Special 7 1 Max Horz 12=389(LC 7) Max Uplift 8=-147(LC 11), 12=-168(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:33 2017 Page 1 I D: S4VXXKq_apam_nYJxUgElurt0ri-rLaJU 1 bvQ8c?9AMgZPtgrTHx6qusimNOE7t9NQyPvkC 1-0- 5-9-1 13-3-0 20-7-1 23-6-5 26-1-B -0- 5-9-1 7-5-15 7-4-1 2-11-4 2-7-3 4x 4x6 = 12 11 10 10 " 10 9 8 3x4 II 4x6 = 5x10 = 5x8 = 2x4 II Scale = 1:73.9 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 0.89 BC 0.72 WB 0.49 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.21 9-10 >999 360 Vert(TL) -0.54 9-10 >573 240 Horz(TL) 0.04 8 n/a n/a Wind(LL) 0.03 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 134 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 1 Row at midpt 3-10,5-10 WEBS 2x4 HF Stud *Except* recommends that Stabilizers and required cross bracing [!Te.l 3-10,4-10,5-10: 2x4 SPF No.2 be induring truss I 'n erection, in accordance with Stabilizer nstallatjQli guide, REACTIONS. (Ib/size) 8=1290/Mechanical, 12=1385/0-5-8 Max Horz 12=389(LC 7) Max Uplift 8=-147(LC 11), 12=-168(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1536/196, 3-4=-1163/276, 4-5=-1157/283, 5-6=-1201/160, 6-7=-1038/107, 2-12=-1331/197, 7-8=-1315/122 it Q BOT CHORD 11-12=-374/444, 10-11=-210/1264, 9-10=-126/1016 y WEBS 3-10=-561/294, 4-10=-140/698, 5-10=-455/280, 5-9=-279/117, 6-9=-529/68, 2-11=-22/964, 7-9=-75/1297 -Wheat Ridgy 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; Division enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 130ding 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. �Pp 0 00,,, 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�� /Ls ' will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Refer to girder(s) for truss to truss connections. �O. ; soo/ •e F� �0 Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2 8=147,12=168. : U PE -44018 October 25,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hedr,ht, CA 95610 Job Truss Truss Type Qty Ply 725A PC 26-6-0 9-9-13 Plate Offsets (X Y)— [2:0-1-7,0-1-121. [6:0-1-70-1-121[6:Edce 0-3-81 19:0-4-0 0-3-41,[11 •Edge 0-3-8] 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 LOADING (psf) SPACING- 2-0-0 852108642 725A—PC—GL A4 Common 2 1 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:34 2017 Page 1 I D: S4 VXXKq_apam_nYJx UgEturtOri-JX8 i hNcXB S ksn Kxt77PvOg q58 E C P RCZATndivsyPvkB --0- 13-3-0 19-8-12 26-6-0 27-6- -0-0 6-9-4 6-5-12 6-5-12 6-9-4 -0- 6x6 '� 11 is w w w ue o w u 8 Scale = 1:73.4 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; 10x12 MT20HS 3x4 = 5x8 = i 9-9-13 9-9-13 16-8-3 6-10-7 26-6-0 9-9-13 Plate Offsets (X Y)— [2:0-1-7,0-1-121. [6:0-1-70-1-121[6:Edce 0-3-81 19:0-4-0 0-3-41,[11 •Edge 0-3-8] 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 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 0.93 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber -DOL 1.15 BC 0.77 Vert(TL) -0.44 8-9 >721 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 * Code IRC2012ITP12007 Matrix -R Wnd(LL) 0.03 9-10 >999 240 Weight: 138 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9,3-10,2-11,6-8: 2x4 HF Stud WEBS 1 Row at midpt 3-11,5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (Ib/size) 11=1402/0-5-8,8=140210-5-8 Max Horz 11=-407(LC 6) Max Uplift 11=-171(LC 8), 8=-171(LC 9) Max Grav 11=1421(LC 14), 8=1421(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-959/266, 3-4=-1381/336, 4-5=-1381/336, 5-6=-959/266, 2-11=-865/272, 6-8=865/271 BOT CHORD 10-11=-168/1299, 9-10=-28/910, 8-9=-47/1118 WEBS 4-9=-206/711, 5-9=-431/328, 4-10=-206/711, 3-10=-431/328, 3-11=-838/96, Rld�� 5-8=-838/96h@at 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; Building DIVIsIOn enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; 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. Pp 0 LIC 4) All plates are MT20 plates unless otherwise indicated. 5) This has been designed for 10.0 bottom live load with any other live loads. \.••""•.F�tj1 * O truss a psf chord nonconcurrent * tall by 2-0-0 SOO f �: N 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 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11=171,8=171. PE -44018 Fss�ON October 25,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111-7473 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 Mi l7e 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 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 852108643 725A PC GL AS 2 OVER 3 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(TL) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:35 2017 Page 1 ID: S4VXXKq_spam_nYJxUgEturtOri-nki4vjdAxlsjPU W3ggw8wuNM3dirAi7JhRMGRJyPvkA -1-0- 6-3-0 13-3-0 26-6-0 2f-6- -0- 6-3-07-0-0 13-3-0 -0-0 6xE I 4x6 Q 34 33 32 31 29 28 27 26 25 24 23 22 21 20 4x6 = 30 3x4 = 5x6 = Scale = 1:75.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) 0.01 31-32 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.03 32-33 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 * Code IRC2012/rP12007 Matrix -S Wind(LL) 0.00 33 >999 240 Weight: 206 Ib FT=20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 14-0-0 except (jt=length) 34=0-3-8. (lb) - Max Horz 34=-407(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 34 except 20=180(LC 7), 31=-147(LC 5), 21=-242(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 21 except 20=336(LC 9), 31=1006(LC 14), 34=728(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/125, 17-18=-285/190, 2-34=-691/95,18-20=-323/183 BOT CHORD 33-34=-428/504, 32-33=-198/532, 31-32=-174/573, 29-31=-195/263, 28-29=-195/263, 27-28=-195/263, 26-27=-195/263, 25-26=-195/263, 24-25=-195/263, 23-24=-195/263, 22-23=-195/263, 21-22=-195/263 WEBS 3-38=-599/247, 37-38=-573/223, 36-37=-637/265, 35-36=-682/301, 31-35=-662/275, 8-31=-466/92,2-33=-50/289,18-21=-207/309 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-0-11 oc bracing: 33-34 10-0-0 oc bracing: 32-33,31-32. 1 Row at midpt 8-31, 9-29, 10-28, 11-27 1 Brace at Jt(s): 36, 38 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) All plates are 2x4 MT20 unless otherwise indicated. 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) 29, 28, 27, 26, 25, 24, 23, 22, 34 except Qt=lb) 20=180, 31=147, 21=242. city of Wheat Ridge g,ilding Division 0.0c o�;:o sooti .sFo ZO 0 S ;C) PE -44018 LesON ' N October 25,2017 A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 725A PC Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc. Webs as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc Pp Q. F ..ee. stC� connected Off' ••`•SOON • `' 2x6 - 2 rows staggered at 0-9-0 oc. 852108644 725A_PC_GL B1 Roof Special Girder 1 q J 21 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 2x4 10x12 MT20HS = DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4x12 18 psf Job Reference (optional) Alpine Truss, Commerce. City, Co - 80022, d.-1 au s Oep. 10 to i r rvu i eK inuustnes, mc. vveu uct zo us:oo:oe zu it r i 3-0-12 11-0-0' 1-8-12 ' 7-0-8 6-6-5 5-5-1 5-8-9 Scale = 1:55.9 5x10 11 19 7 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E *Except* TOP CHORD 2-3: 2x6 SPF 1650F 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF WEBS 2x4 HF Stud *Except* BOT CHORD 4-17,5-16,10-11: 2x8 SPF 1950F 1.7E, 7-14: 2x6 SPF No.2 8-14:2x4 SPF 165OF 1.5E, 10-12: 2x6 SPF 210OF 1.8E REACTIONS. (Ib/size) 1=9950/0-5-8, 11 = 11352/0-5-8 Max Harz 1=191(LC 49) Max Uplift 1=-1217(LC 10), 11=-1445(LC 11) Max Grav 1=10211(LC 29), 11=11431(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25659/3116, 2-4=-25808/3119, 4-5=-24521/3009, 5-6=-29469/3572, 6-7=-18243/2220, 7-8=18210/2193, 8-9=-24478/3097, 9-10=-24477/3098, 2-3=-367/57, 10-11=-9188/1205 BOT CHORD 1-17=-2793/22314, 16-17=-2743/21818, 1 5-1 6=-28 62/22 94 3, 14-15=-3214/25989, 13-14=-4482/35956, 12-13=-4470/35809, 11-12=-190/1384 WEBS 4-17=-289/2757, 5-16=-4181/457, 5-15=-611/5275, 6-15=772/6865, 6-14=-10055/1399, 7-14=-1763115043,8-14=-20708/2692, 8-13=-256/2210, 8-12=-12251/1442, 9-12=-546/246, 10-12=3130/24708 Structural wood sheathing directly applied or 5-6-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 8-10, 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. i:ity of Wheat Ridge Building Division NOTES - 6.00 12 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 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. 0 L)� Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc. Webs as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc Pp Q. F ..ee. stC� connected Off' ••`•SOON • `' 2x6 - 2 rows staggered at 0-9-0 oc. 10x12 MT20HS = 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 �O ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. U 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft, Cat. II; Exp C; 21 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 2x4 10x12 MT20HS = DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4x12 18 psf �� 8 •.�•••. Ss�ON 9 0 6x6 = 4x8 6 8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. October 25,2017 1Ox14 22 3x4 I 5 4 m 0 2 r 16 15 24 25 26 14 27 28 29 13 30 31 32 12 33 34 35 I� 17 10x16 MT20HS II 10x14 = 3x6 11 10x16 MT20HS = 8x8 1Ox14 3x6 I i 3-0 3.00 12 12 4-0-12 5-9-8 12-10-0 tq-4-5 24-9-7 30-6-D 33-01� W. 1-8-12 7-0-8 6-6-5 5-5-1 Plate Offsets (X,Y)— [1:0-2-3,0-1-10], [2:0-3-8,Edge], [4:0-1-13,0-3-10], [4:0-8-2,2-10-12], [5:0-3-12,0-2-0], [6:0-4-4,0-1-121, [8:0-4-0,Edge], [10:0-3-12,0-5-0], [11:Edge,0-7-4], [12:0-M.0-6-81, 0-6-81 [14:0-4-0.0-5-121, [15:0-7-3.0-5-01, [17:0-0-15.0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.61 13-14 >595 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -1.18 13-14 >305 240 MT20HS 139/108 BCDL 10.0 * Rep Stress Incr NO W8 0.97 Horz(TL) 0.35 11 n/a n/a 0.0 Code IRC2012lrP12007 Matrix -S Wind(LL) 0.35 13-14 >999 240 Weight: 611 lb FT=20% .0 BCDL 10' LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E *Except* TOP CHORD 2-3: 2x6 SPF 1650F 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF WEBS 2x4 HF Stud *Except* BOT CHORD 4-17,5-16,10-11: 2x8 SPF 1950F 1.7E, 7-14: 2x6 SPF No.2 8-14:2x4 SPF 165OF 1.5E, 10-12: 2x6 SPF 210OF 1.8E REACTIONS. (Ib/size) 1=9950/0-5-8, 11 = 11352/0-5-8 Max Harz 1=191(LC 49) Max Uplift 1=-1217(LC 10), 11=-1445(LC 11) Max Grav 1=10211(LC 29), 11=11431(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25659/3116, 2-4=-25808/3119, 4-5=-24521/3009, 5-6=-29469/3572, 6-7=-18243/2220, 7-8=18210/2193, 8-9=-24478/3097, 9-10=-24477/3098, 2-3=-367/57, 10-11=-9188/1205 BOT CHORD 1-17=-2793/22314, 16-17=-2743/21818, 1 5-1 6=-28 62/22 94 3, 14-15=-3214/25989, 13-14=-4482/35956, 12-13=-4470/35809, 11-12=-190/1384 WEBS 4-17=-289/2757, 5-16=-4181/457, 5-15=-611/5275, 6-15=772/6865, 6-14=-10055/1399, 7-14=-1763115043,8-14=-20708/2692, 8-13=-256/2210, 8-12=-12251/1442, 9-12=-546/246, 10-12=3130/24708 Structural wood sheathing directly applied or 5-6-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 8-10, 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. i:ity of Wheat Ridge Building Division 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 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. 0 L)� Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc. Webs as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc Pp Q. F ..ee. stC� connected Off' ••`•SOON • `' 2x6 - 2 rows staggered at 0-9-0 oc. �' O 02 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 �O ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. U 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft, Cat. II; Exp C; PE 4401.8 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip • ` DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 p �� psf �� 5) Unbalanced snow loads have been considered for this design. to •.�•••. Ss�ON 6) Provide adequate drainage prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. October 25,2017 AWARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10103/2015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 hls CA 95610 Job Truss Truss Type Qty Ply 725A PC 852108644 725A_PC_GL B1 Roof Special Girder 1 q J Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Oct 25 09:36:38 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-BJOCXkf2EgFIGyFeMyTrYW rOrX2Nv1lOObw2dyPvk7 NOTES - 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gl=lb) 1=1217, 11=1445. 13) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 694 Ib down and 80 Ib up at 0-1-12 on top chord, and 693 Ib down and 96 Ib up at 3-0-12, 445 Ib down and 85 Ib up at 4-0-12, 1265 Ib down and 161 Ib up at 5-9-8, 1265 Ib down and 161 Ib up at 8-0-12, 1265 Ib down and 161 Ib up at 10-0-12, 1265 Ib down and 161 Ib up at 12-0-12, 1265 Ib down and 161 Ib up at 14-0-12, 1265 Ib down and 161 Ib up at 16-0-12, 1270 Ib down and 167 Ib up at 17-11-4 , 1270 lb down and 167 lb up at 19-11-4, 1270 lb down and 167 Ib up at 21-11-4, 1270 Ib down and 167 Ib up at 23-11-4, 1270 Ib down and 167 lb up at 25-11-4, and 1270 Ib down and 167 Ib up at 27-11-4, and 1276 Ib down and 160 Ib up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-7=-80, 7-8=-80, 8-10=-80, 1-15=-20, 11-15=-20, 2-3=-80 Concentrated Loads (lb) Vert: 1=-673(F) 15=-1265(F) 17=-693(F) 16=-445(F) 24=-1265(F) 25=-1265(F) 26=-1265(F) 27=-1265(F) 28=-1265(F) 29=-1270(F) 30=-1270(F) 31=-1270(F) 32=-1270(F) 33=-1270(F) 34=-1270(F) 35=-1276(F) City of Wheat Ridge Building Division AWARN/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 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 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 25-5-4 30-6-0 7-0-8 R52108645 EJobRepference 725A_PCGL B2 Roof Special Girder 1 nL Plate Offsets (X Y)-- [2:0-2-8 0-2-0], [5:0-3-4 0-3-41. [7:Edoe 0-1-121 [8•Edge 0-3-81,[9.0-1-12 0-2-12], [100-4-0 Edgel [12:0-3-0.0-3-81 LOADING (psf) (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-7hVzyQhlm IVOVFOOTN WJdx4ELeGkrgL2ri417WyPvk5 1-0-0 5-9-8 12-10-0 20-8-0 25-5-4 30-6-0 1-0-0 _6_ 9 7-0-8 7-10-0 4-9-4 5-0-12 Scale = 1:55.3 5x6 = 4x6 3.00 F12 LUMBER - TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 210OF 1.8E BRACING - TOP CHORD WEBS 2x4 HF Stud *Except* BOT CHORD 5-11,5-9,7-9: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 8=2668/0-5-8,2=1879/0-5-8 Max Horz 2=182(LC 7) Max Uplift 8=-470(LC 11), 2=-259(LC 10) Max Grav 8=2680(LC 27), 2=1879(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5293/752, 3-4=-3248/480,4-5=-3246/443, 5-6=-7488/1247, 6-7=-7488/1247, 7-8=-2426/442 BOT CHORD 2-12=-749/4627, 11-12=-712/4397, 10-1 1=-1582/10090, 9-10=-1582/10090, 8-9=-65/321 WEBS 3-12=-100/1152, 3-11=-1811/433, 4-11=-208/2112, 5-11=-7429/1288, 5-10=-42/396, 5-9=-2881/334, 6-9=-508/190, 7-9=-1249/7484 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-11 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 8=470,2=259. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. city of VVheat Ridge Building Division LICFiJj Go ; 500"V . sFa �OU 02 PE -44018 S'8;3 October 25,2017 7'. ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notstem. Before use, the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane formation available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 0-0 20-8-0 25-5-4 30-6-0 7-0-8 7-10-0 4-9-4 5-0-12 Plate Offsets (X Y)-- [2:0-2-8 0-2-0], [5:0-3-4 0-3-41. [7:Edoe 0-1-121 [8•Edge 0-3-81,[9.0-1-12 0-2-12], [100-4-0 Edgel [12:0-3-0.0-3-81 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 0.50 Vert(LL) -0.40 10 >903 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.78 10 >464 240 TCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 * Code IRC2012rrP12007 Matrix -S Wind(LL) 0.25 10 >999 240 Weight: 310 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 210OF 1.8E BRACING - TOP CHORD WEBS 2x4 HF Stud *Except* BOT CHORD 5-11,5-9,7-9: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 8=2668/0-5-8,2=1879/0-5-8 Max Horz 2=182(LC 7) Max Uplift 8=-470(LC 11), 2=-259(LC 10) Max Grav 8=2680(LC 27), 2=1879(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5293/752, 3-4=-3248/480,4-5=-3246/443, 5-6=-7488/1247, 6-7=-7488/1247, 7-8=-2426/442 BOT CHORD 2-12=-749/4627, 11-12=-712/4397, 10-1 1=-1582/10090, 9-10=-1582/10090, 8-9=-65/321 WEBS 3-12=-100/1152, 3-11=-1811/433, 4-11=-208/2112, 5-11=-7429/1288, 5-10=-42/396, 5-9=-2881/334, 6-9=-508/190, 7-9=-1249/7484 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-11 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 8=470,2=259. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. city of VVheat Ridge Building Division LICFiJj Go ; 500"V . sFa �OU 02 PE -44018 S'8;3 October 25,2017 7'. ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notstem. Before use, the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane formation available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC 852108645 I 725A_PC_GL B2 Roof Special Girder 1 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-7hVzyQhlm IVOVFOOTN WJdx4E LeGkrgL2ri417WyPvk5 NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 881 Ib down and 154 Ib up at 23-1-8, 185 Ib down and 57 Ib up at 25-0-12, and 185 lb down and 57 Ib up at 27-0-12, and 185 Ib down and 57 Ib up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 5-7=-80, 2-12=-20, 8-12=-20 Concentrated Loads (lb) Vert: 17=-881(B)18=-185(8) 19=-185(B) 20=-185(B) city of `Wheat Ridge Building Division ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010342015 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, DSE-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 725A PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 852108646 725A -PC -GL B3 Roof Special 2 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:41 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-ct3L9mixXbdt7PzD 151 YA9cJr2c9aP5C4MgafyyPvk4 1-0-0 I 9 5-9-8 12-10-0 17--4 1 23-0-0 1-0-0 5-9-8 7-0-8 4-11-4 5-2-12 e Scale = 1:44.8 5x6 = 5x8 II 3.00 12 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 0.84 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.76 Vert(TL) -0.45 9-13 >613 240 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 8 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -AS Wind(LL) 0.12 9-10 >999 240 Weight: 90 lb FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-10: 2x6 SPF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0 REACTIONS. (Ib/size) 8=1148/Mechanical, 2=1232/0-5-8 Max Herz 2=152(LC 10) Max Uplift 8=-139(LC 11), 2=-177(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2887/471, 4-5=-1511/207, 5-6=-1469/235, 6-8=-1756/257 BOT CHORD 2-10=-492/2577, 9-10=-473/2478, 8-9=-156/1523 WEBS 4-10=-39/588.4-9=-1332/386,5-9=-34/725,6-9=-464/196 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s o NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=139,2=177. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 1-;;rf a- pfheat �id9e BLI 10119 pivisioR pp0 L/cF 4� ..O �SOO/V . f<0 C) O0 PE -44018 October 25,2017 ® WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 MiTek is always required for stability and to prevent collapse whh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPN duality 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 Hei hts CA 95610 Job Truss Type Qty Ply 725A PC LOADING (psf) JTruss CSI. DEFL. in (loc) I/deft L/d 852108647 [Job 725A_PC_GL B4 Roof Special 5 1 MT20 185/144 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.69 8-10 >400 240 Reference o tional Alpine Truss, Commerce City, Co - 80022, oh a 1-0-0 5-9-8 7-0-8 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:42 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-44djN6iZlvlklZYPboYniM9TJSwjJrB LIOZ8BPyPvk3 4x6 = 4-11-4 5-2-12 .1-0-0 Scale = 1:430 6x6 11 3.00 12 i 5-9-8 12-10-0 i 23-0-0 5-9 7-0-8 10-2-0 Plate Offsets (X Y)-- 1`20-2-4.0-311.1"8:0-4-1.0-0-11 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 0.92 Vert(LL) -0.26 8-10 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.69 8-10 >400 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.16 8 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.11 10-11 >999 240 Weight: 94 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. 5-9: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. BOT CHORD 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 4-10 2-11: 2x6 SPF No.2 recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud e intalled during truss erection, [,IbAiTe.l in accordance with Stabilizer SLIDER Left 2x4 HF Stud 3-3-3, Right 2x6 SPF 1650F 1.5E 2-10-12 tallati Installatim guide. REACTIONS. (Ib/size) 2=1234/0-5-8, 8=1224/0-5-8 cwv ©f Max Horz 2=143(LC 10) Max Uplift 2=-179(LC 10), 8=-160(LC 11) R;(jge FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. \Nheat TOP CHORD 2-4=-3011/478, 4-5=-1493/198, 5-6=-1455/228, 6-8=-1800/260 BOT CHORD 2-11=-490/2592, 10-11=-465/2471, 8-10=-152/1490 1311ijding djU{SIOT! WEBS 4-11=-49/677, 4-10=-1361/401, 5-10=-36/721, 6-10=-442/216 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 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. Pp LrL F O 7) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��'.•'••SOO/ij • .s�O capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gl=1b) C� ; p �� 0 1. 2=179, 8=160. U PE -44018 October 25,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �' Design valid for use only with Mr fek® 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 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 725AC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R52108648 [JoblRaference 725A—PC—GL B5 Roof Special Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 (optional) Alpine Truss, Commerce City, Co - 80022, I1 1-0-0 12-10-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:43 2017 ID:S4VXXKq_apam_nYJxUgEturtOri-YGB5aSjB3DlaMj7b8W3OFairtsT 2000XgJI 4x6 = III 10-2-0 37 36 8x8 � 3x6 % 3.00 F12 Scale: 1/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 19 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 19 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 19 n/a n/a Y Code IRC2012/TPI2007 Matrix -R Weight: 112Ito FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 1-7-3 REACTIONS. All bearings 23-0-0. (lb) - Max Horz 37=144(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 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. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 14-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. W.ity of Wheat Ridge Building Division ��PDO LI�F� c° :•''��so O QUO Off: PE -44018 Fss�oN •• October 2 5,2 017 AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 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 properly Incorporate this design into the overall ml 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/TPl1 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 Job7clu ss T uss Type Qty Ply 725A PC I/clef] L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 R52108649 725A_PC_GL Scissor Supported Gable 1 1 MT20 197/144 (Roof Snow=31 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:44 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-OSITnokpgW?R_tioiDaFonEOXGoQnrtemK2EG HyPvkl r1-0-0 7-6-0 15-0-0 ,16-0-0, 1-0-0 7-6-0 7-6-0O1 0 4x6 = 28 27 17 16 3x4 ! 3x4 II 19 A Sl9 Scale = 1:47.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 15 n/r 120 MT20 197/144 (Roof Snow=31 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 74 Ib FT = 20 RCDL 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 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 [MiTe1 ecommends that Stabilizers and required cross bracing einstalledduring truss erection, in accordance with Stabilizer stallation guide. REACTIONS. All bearings 15-0-0. (lb) - Max Horz 28=-265(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4), 22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18, 17 except 28=41 O(LC 15), city of 22=327(LC 9), 27=311(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-299/251 BOT CHORD 27-28=-278/260 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except Qt=lb) 28=372, 22=136, 27=287, 17=170. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. Wheat Ridge 3.jilding Division LICF� soot' •.sFo ;U moi; PE -44018 zl'l�S�ON • October 25,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108650 725A -PC -GL C2 Scissor 2 1 MT20 185/144 (Roof Snow=' 0.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 Job Reference o tional Alpine Truss, Commerce City, Co -80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:45 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-UfJs?81Rbg7lcOH_GW5UK_n6Uf5eVDAn?_000jyPvkO 1-1-0-03-10-12 7-6-0 10-1-0 1 14-7-8 1-0-0 3-10-12 3.7-4 3-5-0 3-8-8 11 4x6 II 113x4 11 3x4 11 Scale = 1:46.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.04 9 >999 360 MT20 185/144 (Roof Snow=' 0.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.10 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 9 >999 240 Weight: 69 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 REACTIONS. (Ib/size) 11=812/0-5-8, 7=713/Mechanical Max Horz 11=257(LC 5) Max Uplift 11=-102(LC 8), 7=-76(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1264/185, 3-4=-1083/124, 4-5=-1077/148, 5-6=-1199/128, 2-11=-812/183, 6-7=-7211116 BOT CHORD 10-11=-282/334, 9-10=-248/1142, 8-9=-41/965 WEBS 4-9=-79/997, 2-10=-22/815, 6-8=-16/748 Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 11=102. city of NhPat Ridge Building DiVISiOl PD O LlCF�rS soot; •. Fo •O O• PE -44018 October 25,2017 A WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MfTek® 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 forstabilily 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 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 Ply725A PC Wheat Ridge SPACING- 2-0-0 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; 852108651 725A_PC_GL C3 Common Supported Gable 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:46 2017 Page 1 I D: S4 VXXKq_apam_nYJx U gEturtOri-yrtE CT13M BF9DAsAgecjtC KL03 UvE kpxDeXLKAyPvk? 1 11 6-3-0 12-6-0 113-G-0 1-0-0 6-3-0 6-3-0 1-0-0 4x6 = 24 23 22 21 20 19 18 17 16 15 14 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I 3x4 = Scale = 1:42.2 LOADING (psf) city Of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-269/190 Wheat Ridge SPACING- 2-0-0 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; CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BC 0.08 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES PE44018 WB 0.09 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 72 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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 [MiTesl recommends that Stabilizers and required cross bracing bein during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 24=-226(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 14, 19, 20, 21, 22, 18, 17, 16 except 24=-201 (LC 4), 23=-195(LC 5), 15=-149(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=288(LC 15) AWARNING - 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 �• 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 METek• 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 Heights, CA 95610 city Of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-269/190 Wheat Ridge NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip,Ji1f�It1G DivisionDOL=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). 7) Gable studs spaced at 1-4-0 oc. SPD 0 LICF 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q •�,••• /jj •••� sF 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 wideO� .�'••60O O OI 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) 14, 19, 20, 21, 22, 18, 17, 16 except Qt=1b) 24=201, 23=195, 15=149. PE44018 �Fss,ON • N �� October 25,2017 AWARNING - 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 �• 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 METek• 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 Heights, CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 Truss Type Qty Ply 725,& PC85210865725APC_GL FD1 JHalf 3-4: 2x4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing Hip 1 1 Max Horz 2=133(LC 7) Max Uplift 5=-107(LC 6), 2=-165(LC 6) Max Grav 5=591 (LC 23), 2=842(LC 24) Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:47 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-Q1 QcQpmh7RNOrKRMNLByPPsinTgGz504SIHuscyPvk_ -1-0-0 7-6-0 12-0-0 1-0-0 7-6-0 4-6-0 Scale = 1:22.0 5x8 = 3x4 II 5x6 = 2x4 11 5 3x4 = 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 1.00 BC 0.65 WB 0.47 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.11 2-6 >999 360 Vert(TL) -0.25 2-6 >554 240 Horz(TL) 0.02 5 n/a n/a Wind(LL) 0.06 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-4: 2x4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=576/0-5-8, 2=685/0-5-8 Max Horz 2=133(LC 7) Max Uplift 5=-107(LC 6), 2=-165(LC 6) Max Grav 5=591 (LC 23), 2=842(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. f;jtyf of TOP CHORD 2-3=-921/125 BOT CHORD 2-6=-118/729, 5-6=-122/719 WEBS 3-6=0/291, 3-5=-851/142hP�ryt RlC1ge NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; �it1l)d1n� pig ISW' enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. O LICF2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OPD 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•'••SQ�N �� c%O G will fit between the bottom chord and any other members. ; Q 02 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �U 5=107,2=165. � U 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 ' ON October 25,2017 ,& 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 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 725A PC 6-1-7 Plate Offsets (X.Y)- f2:0-0-0.0-1-141, [_2:0-3-5 Edge] �Nheat Ridge NOTES- 852108653 725A -PC -GL D2 Half Hip 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 1-0-0 4-9-5 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:46 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-uE_d9nKulVtTU?Zx3fBydPcAt4NibODhyOS02yPvjz 4-8-11 6x6 = 2-6-0 2x4 II 4x6 = 3x5 = Scale = 1:25.5 5-10-9 TOP CHORD 2-3=-1349/182, 3-4=-1064/167 12-0-0 5-10-9 6-1-7 Plate Offsets (X.Y)- f2:0-0-0.0-1-141, [_2:0-3-5 Edge] �Nheat Ridge NOTES- 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 0.38 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber -DOL 1.15 BC 0.40 Vert(TL) -0.08 2-7 >999 240 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 6 n/a n/a 8) Provide mechanical connection (by others) of truss plate capable of withstanding uplift at joint(s) except Qt=1b) BCLL 0.0 ' BCDL 10.0 Code IRC2012ITP12007 Matrix Wind(LL) 0.02 2-7 >999 240 Weight: 46 lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-12 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 10-0-0 oc bracing. WEDGEMi7ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=576/0-5-8, 2=685/0-5-8 Max Horz 2=166(LC 7) Max Uplift 6=-109(LC 6), 2=-163(LC 6) Max Grav 6=598(LC 24), 2=884(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1349/182, 3-4=-1064/167 nity of BOT CHORD 2-7=-180/1168, 6-7=-97/401 WEBS 3-7=-434/154, 4-7=-86/728, 4-6=-682/150 �Nheat Ridge NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip on Rtrjldln0 DWISE 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 fora 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. to bearing 100 Ib rPEE-44018 8) Provide mechanical connection (by others) of truss plate capable of withstanding uplift at joint(s) except Qt=1b) 6=109, 2=163. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 25,2017 ,& WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with Mi1rek0connectors. 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 ANSIrrPll 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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 852108654 725A -PC -GL D3 Monopitch 3 1 Max Horz 2=155(LC 10) Max Uplift 2=-137(LC 6), 9=-119(LC 10) Max Grav 2=706(LC 15), 9=631 (LC 15) Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:48 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-uE_d9nKulVITU?Zx3fBydPb3t5kiZhDhyOS02yPvjz i -1-0-15-7-13 11-6-8 r 1-0-0 5-7-13 5-10-11 3x4 = Scale = 1:28.3 5x10 4 46 =3x9 II 3x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.46 BC 0.38 WB 0.45 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.04 2-7 >999 360 Vert(TL) -0.10 2-7 >999 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=666/0-5-8, 9=526/0-1-8 Max Horz 2=155(LC 10) Max Uplift 2=-137(LC 6), 9=-119(LC 10) Max Grav 2=706(LC 15), 9=631 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1086/99, 3-4=-1089/188 rity of BOT CHORD 2-7=-191/944 WEBS 3-7=-480/199, 4-7=-222/1006, 4-9=-638/121 Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip R; I;Ir+,in(t phtisiOf 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. 0 1C 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 ip F �s will fit between the bottom chord and an other members.••'•••"•. SOON -% f� 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify V capacity of bearing surface.�• r� 0102 1. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE 44018 ' 2=137,9=119. October 25,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NIFek® 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC DOL=1.33 4-7-6 0-0-9 Plate Offsets (X Y)- [2:0-0-0,0-1-151.[2:0-1-14.0-8-51 3) Unbalanced snow loads have been considered for this design. 852108655 725A -PC -GL J1 Roof Special Girder 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 8 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-NQYMrVoye3dk4ealVmAQ UgylTHPPROuNvcm?wVyPvjy 4-4-14 9-0-14 1-5-0 4-4-14 4-8-0 Scale= 1:19.3 4x6 II 4 5 4x6 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=t i t mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 14 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-4-14 DOL=1.33 4-7-6 0-0-9 Plate Offsets (X Y)- [2:0-0-0,0-1-151.[2:0-1-14.0-8-51 3) Unbalanced snow loads have been considered for this design. 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) -0.03 8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.06 7-8 >999 240 PE.44018 ' TCDL 10.0 * Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a n/a .... \ ' BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 8 >999 240 Weight: 33 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc pudins, 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. WEDGEMiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 7=766/0-7-6, 2=593/0-4-9 Max Horz 2=115(LC 26) Max Uplift 7=-143(LC 10), 2=-157(LC 6) Max Grav 7=845(LC 15), 2=627(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/115 BOT CHORD 2-8=-123/937, 7-8=-123/937 WEBS 3-7=-862/139 City of NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=t i t mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Rid9 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip iNneat 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 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 �Rp 0 LICE will fit between the bottom chord and any other members.••••.,••• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) O .•' 500/> **% * F� V 7=143.2=157. 8) Hanger(s) connection device(s) shall be sufficient to support concentrated load(s) 2 Ib down at 2-9-8, 2 Ib down at �0 O or other provided 2-9-8, 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7, and 316 Ib down and 80 Ib up at 8-5-6 on bottom chord. The design/selection r 2 of such connection device(s) is the responsibility of others. PE.44018 ' 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 rFS 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 .... \ ' Uniform Loads (plf) ON Vert: 1-4=-80, 4-5=-80, 2-6=-20 October 25,2017 .on mup. on npnp ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and 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 T ek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing oflrusses 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 R52108655 FJ-obRepference 725A_PC_GL Jt Roof Special Girder 1 1 (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 2 I D:S4VXXKq_apam_nYJxUgEturtOri-NQYMrVoye3dk4ealVmAQ UgylTHPPROuNvcm?wVyPvjy LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-26(F=-13, B=-13) 12=-316(B) wheat Ridge RU+Idln9 TJtV1510� A WARNING - Verily 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108656 725A–PC–GL J2 Monopitch 2 1 Max Horz 2=120(LC 7) Max Uplift 4=-62(LC 10), 2=-111(LC 6) Max Grav 4=343(LC 15), 2=425(LC 15) city of Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-rc612rpaPMlbio9x3Uhf12UgEgmkAZAWBGVZSxyPvjx i11 0 -> 0 i 6-5-8 1-0-0 6-5-8 2X4 II Scale = 1:18.4 3x4 = 4 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/TP12007 CSI. TC 0.92 BC 0.41 WB 0.00 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.09 2-4 >853 360 Vert(TL) -0.22 2-4 >341 240 Horz(TL) -0.00 4 n/a n/a Wind(LL) 0.00 2 — 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 4=300/0-5-8, 2=409/0-3-8 Max Horz 2=120(LC 7) Max Uplift 4=-62(LC 10), 2=-111(LC 6) Max Grav 4=343(LC 15), 2=425(LC 15) city of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-281/99 Wheat Ridge, NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Building Division enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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) 4 except Qt=1b) Pp 0 00 2=111. FO Sooty..•••.••��/s cam; p ••• �O O PE44018 0 October 25,2017 A—RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473re, 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 Truss Truss TypeQty PLATES GRIP MT20 185/144 Weight: 41 Ib FT=20% LUMBER- BRACING - Ply 725A PC applied or 5-9-4 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer R52108657 725A_PC_GL REACTIONS. (Ib/size) 2=586/0-3-8, 9=454/0-1-8 J3 Monopitch 3 1 Max Grav 2=617(LC 15), 9=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. �jaQ� TOP CHORD 2-3=-916/83, 3-4=-912/160 WC!@a t BOT CHORD 2-7=-164/791 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ID: S4VXXKq_spam_nYJxUgEturtOri-rc6l2rpaPMlbio9x3Uhf12UzNgoBAVG WBGVZSxyPvjx -1-0-04-10-9 10-0-0 1-0-0 4-10-9 5-1-7 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O LIC Scale = 1:23.3 OPD will fit between the bottom chord and any other members. ��. ••'••�'••• s So 0/t/ 5x8 46 = 3x4 II 3x4 = 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 0.34 BC 0.32 WB 0.31 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-7 >999 360 Vet(TL) -0.06 2-7 >999 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.02 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud 'e REACTIONS. (Ib/size) 2=586/0-3-8, 9=454/0-1-8 Max Horz 2=137(LC 10) Max Uplift 2=-124(LC 6), 9=-102(LC 10) City of Max Grav 2=617(LC 15), 9=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. �jaQ� TOP CHORD 2-3=-916/83, 3-4=-912/160 WC!@a t BOT CHORD 2-7=-164/791 WEBS 3-7=-403/172, 4-7=-188/837, 4-9=-541/104 Building pivisiOn NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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. O LIC 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 OPD will fit between the bottom chord and any other members. ��. ••'••�'••• s So 0/t/ 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify % G �O� capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. U 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) P E 44018 ' 2=124.9=102. Fss�o October 25,2017 ,& WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 oftrusses 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 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R52108658 725A—PC—GL J4 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:512017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-Jpg7FBpCAgtSKxk8cBCuaF12F47vvOPgNwF6?NyPvjw -1-0-0 5-11-11 1-0-0 5-11-11 Scale = 1:17.2 2x4 11 3 4 3x4 = 5 2x4 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 0.72 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 2-6 >469 240 TCDL 10.0 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: 191b 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) 6=296/Mechanical, 2=378/0-3-8 Max Horz 2=112(LC 9) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=337(LC 15), 2=392(LC 15) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-276/97 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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=106. ow 01 ,Peat 'Ftid9la 13k o&Rg ptivislp1i r— so CICF^ :U�UO Off. PE -44018 4-u/ONW October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 �• '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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses 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 Citms Hei hls CA 95610 Job Truss Truss Type Qty Ply 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 852108659 725A_PC_GL J5 Jack -Closed 2 1 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76TaKvUXieTfpca_fXpyPvjv 1-0-0 3-11-11 3x4 = 2.4 11 4 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2012rrP12007 Matrix -P Wind(LL) 0.00 5 - 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 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 3=137/Mechanical, 5=41 /Mechanical, 2=292/0-3-8 I guide. Max Horz 2=70(LC 6) Max Uplift 3=-67(LC 10), 2=-88(LC 6) Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15) City of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip SUilding DiviSion 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) 3, 2. DO LIC,. ;C) PE44018 Fss�ON .. October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 Ply725A PC 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. 852108660 725A PC GL J6 Jack -Closed 2 1 Max Horz 2=42(LC 6) Max Uplift 2=-71 (LC 6), 3=-35(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76Ta N?UY6eTfpca_fXpyPvjv 1-0-0 1-11-11 3x4 = Scale = 1:9.0 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 IRC2012frPI2007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 — 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer I guide, REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-71 (LC 6), 3=-35(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) city of . FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- Wheat Ridge 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BuilOing Division 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) 2, 3. D 0 L,rCF�s ; SOON •. VOA SFO O •O :.Z 2 PE44018 ' . N ON October 25,2017 October 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 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 his CA 95610 Job Truss Truss Type Qty Ply 725A PC 852108661 725A_PC_GL J7 Monopitch Supported Gable 1 1 Job Reference (optional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:53 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-FBotgtrSiH7AZFuVvkcEMfg6YkutVVNwdzgEkD3GyPvju -1-0-0 0 5-10-15 1--0 5-10-15 2x4 II 10 9 8 7 3x4 = 2x4 II 2x4 I 2x4 I 2x4 I 3x6 11 Scale= 1:17.4 Plate Offsets (X Y)- [2:0-0-0.0-1-61, F2:0-1-13,0-6-11 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 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Weight: 22 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 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 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SPF No.2 0 REACTIONS. All bearings 5-10-15. (lb) - Max Horz 2=111(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9, 10 City of Max Grav All reactions 250 Ib or less at joint(s) 7, 2, 8, 9, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Ridge 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); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Building DIVISIOf7 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. O PD 0 LSC 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 wide0� e••SOO • • rSF will fit between the bottom chord and any other members. N '+ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10. • O 0% 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. : U PE -44018 ss�ON October 25,2017 A wARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with WWI) 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or R52108662 725A_PC_GL K1 Roof Special Girder 1 1 Max Uplift 4=-211(LC 10), 2=-151(LC 6) Max Grav 4=1119(LC 15), 2=631 (LC 15) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri jOLFuDs4TbG1 BPTjIJmbBufXal7p6N963uTmbiyPvjt 4-6-12 9-1-9 110 4-6-12 4-6-12 Scale = 1:20.2 5x8 II 5x8 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.84 BC 0.40 WB 0.00 Matrix -S DEFL. in (loc) Yclefl L/d Vert(LL) -0.07 2-6 >999 360 Vert(TL) -0.19 2-6 >544 240 Horz(TL) 0.03 4 n/a n/a Wind(LL) 0.03 2-6 >999 240 PLATES GRIP MT20 197/144 Weight: 47 Ib FT = 20 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF No.2 4-5-13MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 4=1044/0-2-2, 2=596/0-7-6 Max Horz 2=123(LC 7) Max Uplift 4=-211(LC 10), 2=-151(LC 6) Max Grav 4=1119(LC 15), 2=631 (LC 15) City of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-282/30, 4-6=-87/731 Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 3uilding Division 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 will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. N 0 L/C 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100Ib uplift at joints) except (jt=1b) 4=211,2=151. ��•••�•••••F/�s Q •. full bearing 4. .• SQA �C N 9) Beveled plate or shim required to provide surface with truss chord at joint(s) �O O 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r '% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 0 Ib up at 2-9-8, 10 lb down and 18 Ib up at 2-9-8, 26 Ib down at 5-7-7, 26 Ib down at 5-7-7, and 314 Ib down and 85 Ib up at 8-5-6, and 301 Ib PE 44018 down and 78 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • �: �O'r�ls LOAD CASE(S) Standard ••.....•••• 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 c5'/nAi a October 25,2017 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 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-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 125A PC 852108662 725A_PC_GL K1 Roof Special Girder 1 1 Job Reference o lional Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 14=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=1(F=4, B=-3) 9=-26(F=-13, B=-13) 10=-615(F=-301, B=-314) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-jOLFuDs4TbG1 BPTjlJmbBu1xal7p6N963uTmbiyPvjt ,�Vtheat BU116 G �lvlsior� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see AN8VTPI1 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 725A PC TOP CHORD 2x6 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. 852108663 725A_PC_GL K2 Roof Special Girder 1 1 Max Horz 7=123(LC 7) Max Uplift 3=-53(LC 10), 7=-148(LC 6) Max Grav 3=423(LC 15), 7=537(LC 15)I� Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 1-5-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-fmTOJutL?CWkQjd5Pko3HJkwx5gOaGiPWCytgbyPvjr 7-8-37- -9 7-8-3 0- -7 Scale = 1:19.8 4x8 11 3 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 NO Code IRC2012rrPI2007 CSI. TC 0.65 BC 0.33 WB 0.13 Matrix -S DEFL. in (loo) I/deft L/d Vert(LL) -0.06 5-6 >999 360 Vert(TL) -0.15 5-6 >562 240 Horz(TL) 0.04 3 n/a n/a Wind(LL) 0.03 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SPF 1650F 1.5EMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 0I guide. REACTIONS. (Ib/size) 3=367/0-1-8, 7=508/0-7-6 Max Horz 7=123(LC 7) Max Uplift 3=-53(LC 10), 7=-148(LC 6) Max Grav 3=423(LC 15), 7=537(LC 15)I� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-459/81 wb �� WEBS 2-6=-59/363 41VIston NOTES- j3Ltllding 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. P� 0 Lit;, 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) DSC` ••••••• F/� ��'• '• •••. stC plate SOO O N 7=148. : O? •� 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. �O 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ; C) ; 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 18 Ib up at PE 44018 2-9-8, O lb down and 6 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �•: �G� `css/nA •• LOAD CASE(S) Standard �� October 25,2017 A WARNING- Vedfy 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 �x 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 725A PC 852108663 725A—PC—GL Kra Roof Special Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-2=-80, 2-3=-80, 4-7=-20 Concentrated Loads (lb) Vert: 9=5(F=1, B=4) 10=-26(F=-13, B=-13) 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 2 ID:S4VXXKq_apam_nYJxUgElurtOri-fmTOJutL?C WkQjd5Pko3HJkwx5gOaGiP WCytgbyPvjr City of . . Wheat Ridge Building Division A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, antl is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108664 725A_PC_GL K3 Monopitch 4 1 Max Horz 7=138(LC 7) city of Max Uplift 3=-44(LC 10), 7=-167(LC 6) Max Grav 3=262(LC 15), 7=482(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?CWkQjd5Pko3HJkyO5tRaGV P WCytgbyPvjr -2-0-0 5-6-0 r 2-0-0 5-6-0 Scale = 1:19.9 3x6 I 3 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 0.56 BC 0.14 WB 0.07 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.03 5-6 >999 240 Horz(TL) 0.01 3 n/a n/a Wmd(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 3=223/0-1-8, 7=462/0-5-8 Max Horz 7=138(LC 7) city of Max Uplift 3=-44(LC 10), 7=-167(LC 6) Max Grav 3=262(LC 15), 7=482(LC 15) Wheat Ridge FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=453/178 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 at joint(s) 3. PO 0 LIG, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) �s 7=167. �0�•�.•.•.�• ��..•' sooty* •. t�Q 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • �O 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 2 PE44018 �01N October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connedors. 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-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 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 Truss Type Qty Ply LUMBER- BRACING - FK4 applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 8521086725A FJobRepference PC GL Jack -Closed 1 1 Max Horz 8=148(LC 9) Max Uplift 8=-167(LC 6), 6=-57(LC 10) Max Grav 8=503(LC 15), 6=322(LC 15) (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:57 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-8y10 WEuzm Web2sCHzSJ Ip WH58VDBJjjYlsiOC 1 yPvjq 2-0-0 5-11-11 Scale = 1:20.7 5x6 11 3 4 8 5 2x4 11 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 SCLL 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 0.69 BC 0.17 WB 0.08 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.02 6-7 >999 360 Vert(TL) -0.05 6-7 >999 240 Horz(TL) 0.00 6 n/a n/a Wlnd(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 185/144 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 0i guide, REACTIONS. (Ib/size) 8=482/0-5-8,6=272/Mechanical Max Horz 8=148(LC 9) Max Uplift 8=-167(LC 6), 6=-57(LC 10) Max Grav 8=503(LC 15), 6=322(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CAV Of TOP CHORD 2-8=-454/166, 3-6=-251/81 NOTES - Ridge 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Building Division 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. Pp 0 Ock, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Gt=1b)e.ee �1 (/(1 8=167. VQ; • SOON •%V�� O2 ZOO : PE44018 ON October 25,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 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 Hekitits CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 Truss Truss Type PLATES GRIP MT20 185/144 Weight:161b FT=20% city Ply 725A PC BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [,NTel beinstalledduring truss erection, in accordance with Stabilizer nstallation tide. R52108666 725A PC GL K5 Jack -Closed Max Uplift 7=-148(LC 6), 3=-50(LC 10) 2 1 City. Of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-385/118 Wheat Ridge 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; Job Reference o tional Alpine Truss, Commerce City, Co - 80022, DOL=1.33 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:57 2017 Page 1 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. ID: S4VXXKq_apam_nYJxUgEturtOri-Sy1 OWEuzm Web2sCHzSJ IpWHAFVE_JkJYlsiOC 1 yPvjq 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 -2-0-0 3-11-11 2-0-0 3-11-11 will fit between the bottom chord and any other members. Scale = 1:14.9 2x4 II 2x4 114 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.36 BC 0.12 WB 0.04 Matrix DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) 0.01 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 Weight:161b 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. recommends that Stabilizers and required cross bracing [,NTel beinstalledduring truss erection, in accordance with Stabilizer nstallation tide. REACTIONS. (Ib/size) 7=407/0-5-8, 3=102/Mechanical, 5=41/Mechanical Max Horz 7=82(LC 6) Max Uplift 7=-148(LC 6), 3=-50(LC 10) Max Grav 7=420(LC 15), 3=126(LC 15), 5=82(LC 5) City. Of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-385/118 Wheat Ridge 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; Building �IVISIOn enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) 7=148. p 00 L/� ��•.•••. •�/�ti O *• FD . SOO/V PE44018 FSs��N •• October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon pare meters shown, and is for an individual building component, nor 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 MTek+ 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 725A PC LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD 852108667 725A PC GL K6 Jack -Closed 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. 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 MiTek recommends that Stabilizers and required cross bracing 7) Refer to girder(s) for truss to truss connections. ob Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:58 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOric9bm kavbXgmSfOmUX9gXMkpL?vaY2B8i_WR_kTyPvjp 2-0-0 1-11-11 3x4 12x4 11 5 Scale = 1:11.6 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 Incr YES Code IRC2012/TPI2007 CSI. TC 0.36 BC 0.10 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d 0.00 5-6 >999 360 0.00 5-6 >999 240 -0.01 3 n/a n/a -0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 9lb FT=20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 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. 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 MiTek recommends that Stabilizers and required cross bracing 7) Refer to girder(s) for truss to truss connections. be installed during truss erection, in accordance with Stabilizer 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3 except (jt=1b) 6=167. �03VID . �� . s< s REACTIONS. (Ib/size) 6=364/0-5-8, 5=-7/Mechanical, 3=-3/Mechanical zo 02 Max Horz 6=55(LC 9) Max Uplift 6=-167(LC 6), 5=-9(LC 14), 3=-62(LC 14) t;ipy 0g Max Grav 6=370(LC 15), 5=28(LC 5), 3=13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Rid TOP CHORD 2-6=-328/174 �e NOTES- Building DivjsfOR 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. L/ F0 O L/r; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3 except (jt=1b) 6=167. �03VID . �� . s< �Q soo/y . o zo 02 ;U i PE -44018 '0 October 25,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 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 Qty Ply 725A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 I Plate Grip DOL 852108668 725A_PC_GL K7 Jack-Closed 1 1 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 5-6 >999 240 Job Reference o tional Alpine Truss, GOmmerce Gity, GO-UUU22, U.13U s bep 10 ZUI IMI I eK industries, Inc. VVe0 UCt Zb UB:36:bb ZU1 I rage 1 ID: S4VXXKq_apam_nYJxUgEturtOri-c9bmkavbXgmSfOmUX9gXMkpFgvXp2BHi_WR_kTyPvjp 5-11-11 5 -11 -it Scale= 1:20.7 5x6 11 2 3 7 3x4 II 6 5 2x4 4 3x5 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 0.77 Vert(LL) -0.02 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Wind(LL) 0.02 5-6 >999 240 Weight: 19 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 or, purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 7=277/Mechanical, 5=306/Mechanical Max Hoa 7=132(LC 7) Max Uplift 7=-42(LC 6), 5=-64(LC 10) Max Grav 7=284(LC 14), 5=335(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-194/254 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 7, 5. Ort? Ckr V. Wheat R►dg, Building pivisior. 6�,qjNUO LIc o` : •• SOON •ee .0 �2 's PE -44018 October 25,2017 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 Mrfek® 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 METek• 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-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type 2x4 Ply 725A PC F 852108669 725A—PC—GL KS Jack -Closed 1 2x4 116 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:59 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-4L98xwvD I7uJHALg4tLmuxMXfJvSne3rDABXHwyPvjo Scale = 1:14.9 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=186/Mechanical, 2=151/Mechanical, 4=41/Mechanical Max Horz 6=62(LC 7) Max Uplift 6=-16(LC 6), 2=-65(LC 6) Max Grav 6=188(LC 14), 2=159(LC 14), 4=82(LC 5) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 girders) 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, 2. PRY of Wheat Ridge so ;U PE -44018 -o • ` 417 ON October 25,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 ANS VfPi1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hls CA 95610 2x4 2x4 113 2x4 116 1-D-0 1-0-0 3-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.02 2 n/a n/a BCLL 0.0 ' Code IRC20121rP12007 Matrix -P Wind(LL) 0.01 5 >999 240 Weight: 13 lb FT=20% B DL 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) 6=186/Mechanical, 2=151/Mechanical, 4=41/Mechanical Max Horz 6=62(LC 7) Max Uplift 6=-16(LC 6), 2=-65(LC 6) Max Grav 6=188(LC 14), 2=159(LC 14), 4=82(LC 5) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 girders) 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, 2. PRY of Wheat Ridge so ;U PE -44018 -o • ` 417 ON October 25,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 ANS VfPi1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infonnation 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 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 R52108670 =Reference 725A_PC_GL K9 Jack -Closed 1 1 Max Uplift 2=-37(LC 10) Max Grav 5=82(LC 1), 4=35(LC 5), 2=80(LC 1) (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-YXjX8Gwr3ROAvKwseas?R9vm QiG5W5e_Rgw5pMyPvjn 1-11-11 1-11-11 2x, i 2x4 11 2x4 4 Scale = 1:11.6 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 Incr YES Code IRC2012rrP12007 CSI. TC 0.05 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 5 >999 360 Vert(TL) -0.00 4-5 >999 240 Horz(TL) -0.00 2 n/a n/a Wind(LL) 0.00 5 >999 240 PLATES GRIP MT20 185/144 Weight: 7Ib 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 5=82/0-5-8, 4=20/Mechanical, 2=80/Mechanical Max Horz 5=41 (LC 7) Max Uplift 2=-37(LC 10) Max Grav 5=82(LC 1), 4=35(LC 5), 2=80(LC 1) e4y of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.3311VS' 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) 2. O0 L10 SOON': r 44018 INI October 25,2017 A WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473MV. 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 ■■iiYY 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 725A PC 852108671 725A_PC_GL K10 Jack -Closed 1 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-jOLFuDs4TbG1 BPTjIJmbBufgRICH6Nj63uTmbiyPvjl 1-0-0 3-11-11 274 I I 2x4 114 Scale= 1:14.9 1-0-0 3-11-11 1-0-0 2-11-11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20 B DL 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. FM,Te,.l recommends that Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer talation uide. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=70(LC 7) Max Uplift 7=78(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/60 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. D 0 L/G'�� _'**Soo;, :sFo O PE -44018 October 25,2017 ® 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 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 go idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC 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. 852108672 725A_PC_GL K11 Jack -Closed 1 1 Max Horz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=206(LC 15), 5=33(LC 5), 3=59(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:55 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-Bave5YsjEvOtoZ2vr1Hgk5CuuhZvrgPFIYDK88yPvjs 1-0-0 1-11-11 2x4 I I 2x4 I 5 Scale= 1:11.6 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 Incr YES Code IRC2012rrPI2007 CSI. TC 0.10 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 6 >999 360 Vert(TL) -0.00 5-6 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 8 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sjide. REACTIONS. (Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Horz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=206(LC 15), 5=33(LC 5), 3=59(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 3. D 0 L •••SOO�'•.d'�O �QO 02 �U 7� i PE•44018 i 10 Fss/ON .. • �� October 25,2017 ,& 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 City Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 852108673 725A -PC -GL L1 Roof Special Girder 1 1 Max Uplift 7=-130(LC 6), 9=-37(LC 10) Max Grav 7=465(LC 15), 9=381 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-YXjX8Gwr3ROAvKwseas?R9vYBiBbW t_Rgw5pMyPvjn -1-5-0 6-2-8 6-3-10 1-5-0 6-2-8 0-1-2 4x12 = Scale= 1:16.9 3x4 = 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 0.96 BC 0.38 WB 0.50 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.06 6-7 >999 360 Vert(TL) -0.15 6-7 >475 240 Horz(TL) 0.03 9 n/a n/a Wind(LL) 0.01 6 >999 240 PLATES GRIP MT20 185/144 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I guide. REACTIONS. (Ib/size) 7=442/0-7-6, 9=337/0-1-8 Max Horz 7=103(LC 7) Max Uplift 7=-130(LC 6), 9=-37(LC 10) Max Grav 7=465(LC 15), 9=381 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-350/172 WEBS 3-9=-569/88 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. P� 0 Ll 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.QQ F� 8) Provide truss to bearing 9. SO0AV .�� mechanical connection (by others) of plate at joint(s) DO O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 2 7=130. : C) ; 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, 1 Ib down and 6 l up at 2-9-8, and 40 Ib down at 5-7-7, and 40 Ib down at 5-7-7 on bottom chord. The design/selection of such PE 44018 connection device(s) is the responsibility of others. o 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �ssJnA October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 applicabillty 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 ANSUTPH 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 72C R52108673 [Job5RAp 725A_PC_GL L1 Roof Special Girder 1 1 eference (optional) Alpine Truss, Commerce City, Cc - 80022, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 Concentrated Loads (lb) Vert: 6=-40(F=-20, B=-20) 11=1(F=1, B=1) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEtuzlOri-YXjX8Gwr3ROAvKwseas?R9vYBiBbW t_Rgw5pMyPvjn Wlf"iE?cj7. 'la t: Bur)gjl"tg,jlviu, t AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 725A PC PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.01 5-6 >999 360 852108674 725A -PC -GL L2 Monopitch 7 1 TCDL 10.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:012017 Page 1 ID:S4VXXKq-apam-nYJxUgEturt0ri-OkHvMcxTgl81 WUV3CHOE-MRrb6aJFW48gTgeLoyPvjm 1-0-0 4-6-0 Scale = 1:15.7 3x4 = Plate Offsets (X.Y)- [7:0-2-0.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 5-6 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=317/0-5-8, 8=175/0-1-8 Max Horz 6=100(LC 7) Max Uplift 6=-90(LC 6), 8=-38(LC 10) Max Grav 6=326(LC 15), 8=191(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ WEBS 3-8=-278/67 NOTES- Wheat fdlQgE_ 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 [3LII[dlnG ;� YiS ut, 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify p 0 LIC capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing at joint(s) 8. �p •••.. ••� /j/� O ••. F plate 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8. . O SOO �. % 0 PE -44018 0 October 25,2017 ® 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 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 ANSUTPH 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 725A PC PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.02 5-6 >999 360 R52108675 725A -PC -GL L2A Monopitch 3 1 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * BCDL 10.0 Job Reference (ootiona0 Alpine Truss, Commerce City, Co -80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:012017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-OkHvMcxTgl81 WUV3CHOE-MRsg6a8FYH8gTgeLoyPvjm 1-0-0 4-6-0 3x4 = ro N N Scale = 1:15.7 Plate Offsets (X Y)- [3:0-2-8,0-2-01 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 0.33 Vert(LL) -0.02 5-6 >999 360 MT20 1851144 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.04 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 **** 240 Weight:201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -4-6-0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=309/0-5-8, 3=197/0-1-8 Max Horz 6=114(LC 9) Max Uplift 6=-95(LC 6), 3=-40(LC 7) Max Grav 6=317(LC 15), 3=217(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. VVI -lea, TOP CHORD 2-6=-276/143 NOTES- _ - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. p 0 L/r; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. F/jj • s�O 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ��•.• SOO N • 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PE 44018 Fss/oN .. October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 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 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 71.blperen.. R52108676 L3 Monopitch Girder1 1 o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-UwgHZyy6b2Gu8e4Fm?vTWa_x3Wvl-zRHv7P BtEyPvjl 4-6-0 1-0-0 4-6-0 Scale = 1:15.7 3x9 11 Plate Offsets (X.Y)- (2:0-7-5.0-0-4).[7:0-2-0.0-0-01 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 Lumber -DOL 1.15 BC 0.21 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 2-6 >999 240 Weight: 21 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 2-2-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 0 REACTIONS. (Ib/size) 2=413/0-5-8, 8=416/0-1-8 Max Horz 2=83(LC 7) Max Uplift 2=-112(LC 6), 8=-105(LC 10) _ Max Grav 2=421(LC 15), 8=433(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-284/49, 6-7=-58/334 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 LIEF capacity of bearing surface. �Pp •,••• s�O 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 0�.•:.••SOO/y .• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) DO 2=112,8=105. 2 I 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 335 Ib down and 101 Ib up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • PE 44018 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �0 LOAD CASE(S) Standard •: �� RFs 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ••••• Uniform Loads (plf) sJ0 Vert: 1-4=-80, 2-5=-20 October 25,2017 r.nntin-ri nn nn- 9 WARNING - Veri/y daslgn parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERENCE PAGE MIl•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses 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 ht, CA 95610 Job Truss Truss Type Qty Ply R5210867725A_PC_GL FJObRepference L3 Monopitch Girder 1 1 (optional) Alpine Truss, Commerce City, Cc - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-335(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 2 I D: S 4VXXKq_apa m_nYJx UgEturtOri-UwgHZyy6b2G u8e4Fm?vT Wa_x3 Wvl_zR Hv7P BtEyP vj I ,& 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 MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852106677 725A_PC GL L4 Half Hip Girder 1 1 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. 8) Referto girder(s) for truss to truss connections. 9) truss to bearing capable of withstanding 1001b uplift at joint(s) 5 except Qt=1b) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-y6OfnlzkLMOlmofRJiQ i3nXEXwGPjQAR8n91QhyPvjk I -1-0-0 I 3-0-0 5-0-0 i 1-0-0 3-0-0 2-0-0 9- - 72x4 11 3x4 = Scale = 1:13.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.18 BC 0.18 WB 0.08 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.00 5-6 >999 360 -0.01 5-6 >999 240 0.00 5 n/a n/a 0.00 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 8) Referto girder(s) for truss to truss connections. 9) truss to bearing capable of withstanding 1001b uplift at joint(s) 5 except Qt=1b) �PO Q ��.••.� Off' •'• •. sF� Provide mechanical connection (by others) of plate 7=108. that Stabilizers and required cross bracing % 0% 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. riTe.l.re.orn.ends intlledduring truss erection, in accordance with Stabilizer 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down at 3-0-0, and 129 Ib down and 55 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. tallion tide. REACTIONS. (Ib/size) 5=340/Mechanical, 7=366/0-5-8 LOAD CASE(S) Standard �Q�' �� Max Horz 7=87(LC 7) �• �s .••. \ Uniform Loads (plf) u ON Max Uplift 5=-81 (LC 7), 7=-108(LC 6) October 25,2017 Max Grav 5=355(LC 23), 7=450(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/42, 2-7=-432/123 WEBS 3-5=-265/53/V�L�d` ){lajfr' 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; ctu+iCln:- enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. 0 LICE 8) Referto girder(s) for truss to truss connections. 9) truss to bearing capable of withstanding 1001b uplift at joint(s) 5 except Qt=1b) �PO Q ��.••.� Off' •'• •. sF� Provide mechanical connection (by others) of plate 7=108. SOON % 0% 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down at 3-0-0, and 129 Ib down and 55 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PE 44018 ; 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �Q�' �� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �• �s .••. \ Uniform Loads (plf) u ON Vert: 1-2=80, 2-3=-80, 3-4=-80, 5-7=-20 October 25,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is far 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 SCSI Building Component 7777 Greenback Lane Safely 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 725A PC 852108677 725A—PC—GL L4 Half Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-14(13) 8=-129(8) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 2 I D: S 4VXXKq_apam_nYJxU gEturt0 ri-y6Ofn IzkLM Olm ofRJ iQ i3nXEXwG Pj QAR8n91Q hyPvj k ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building deslgner 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 ANSI/TP11 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 tog Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108678 725A -PC -GL L5 Monopitch Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 4-6-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 1 ID:S4VXXKq apam_nYJxUgEturtOri-QJy1_dzM6gWcNxEetQxxb?3K_KboSudaMRuly7yPvjj Scale = 1:15.7 3x9 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 1-5 >999 240 Weight: 20 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x6 SPF 1650F 1.5E 2-3-0 REACTIONS. (Ib/size) 1=297/0-5-8, 3=569/0-1-8 Max Horz 1=105(LC 7) Max Uplift 1=-45(LC 6), 3=-11 O(LC 10) Max Grav 1=300(LC 14), 3=581(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-36/400 Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 3=110. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 36 Ib up at 2-0-12, and 270 Ib down and 57 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 1-4=-20 LICE �o..o sooty •sc PE -44018 i k2A October 25,2017 AWARNING - 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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC 852106678 725A—PC—GL L5 Monopitch Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-270(F) 7=-168(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-QJy1_dzM6gWcNxEetQxxb?3K_KboSudaMRuly7yPvjj ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11211-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 5-6 >999 360 R521086725A_PC_GL EobReperence 10) TCDL 10.0 L6 Diagonal Hip Girder 1 1 Rep Stress Incr NO WB 0.01 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 ' (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-vV WQCz_tzeT?5pgR7SA8CcYyjyOBLfkb5erUZyPvji -1-5-0 4-2-3 1-5-0 4-2-3 2x4 II 2.4 11 4 Scale = 1:13.1 1-0-0 4-2-3 1-0-0 3-2-3 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 5-6 >999 360 MT20 197/144 10) TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.03 5-6 >999 240 Rep Stress Incr NO WB 0.01 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 ' Code IRC2012/TPl2007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20% B DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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. mends that Stabilizers and required cross bracing riTesItnecorn lledduring truss erection, in accordance with Stabilizer llation aide. REACTIONS. (Ib/size) 7=345/0-7-6, 3=134/Mechanical, 5=42/Mechanical Max Horz 7=57(LC 7) Max Uplift 7=-115(LC 6), 3=-57(LC 10) Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-7=-321/106 '�)I cy7 {I(y -. 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; 3uildil?g JlVssus: enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 girders) 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) 3 except Qt=1b) 0 LICF�s 7=115. �pFtP0 �..••.• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, .•'� soot' •. FQ and 1 Ib down and 6 Ib up at 2-9-8 on bottom chard. The design/selection of such connection device(s) is the responsibility of02 others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE 44018 LOADCASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 4-7=-20 �s ••••••• Concentrated Loads (lb) cS/QN Vert: 10=1(F=1, B=1) October 25,2017 ,& WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekO 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 METek• 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 725A PC 852108680 725A PC GL L7 Jack -Closed 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-vVWQCz_tzeT?5pgR7SA8CcbNj_7BLYkb5erUZyPvji -1-0-0 3-0.0 1-0-0 3-0-0 Scale = 1:13.3 2x4 2x4 115 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 0.10 Vert(LL) -0.00 7 >999 360 MT20 185/144 (Roof Snow=3 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 7 >999 240 Weight: 12 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. [MiTel recommends that Stabilizers and required cross bracing einstalledduring truss erection, in accordance with Stabilizer stallation Ada. REACTIONS. (Ib/size) 8=240/0-5-8,6=137/Mechanical Max Horz 8=91(LC 9) Max Uplift 8=-85(LC 6), 6=-37(LC 7) Max Grav 8=242(LC 15), 6=147(LC 15) 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; t t {1 enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate gripV DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 R 3) Unbalanced snow loads have been considered for this design. 3l ii0 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, 6. P00 Ll �00 02 ;U 0• PE -44018 pOH �••• � �� October 25,2017 AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,171-7473 —. 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 Fa 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 Mirek' 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, seeANSVTP11 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 725A PC 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. 852108681 725A -PC -GL L8 Jack -Closed 2 1 REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=70(LC 7) Max Uplift 7=-78(LC 6), 3=-61 (LC 10) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Nh4oPJ?ceHmKdF00?rzPhQ9jP714wohtglNP00yPvjh 1-0-0 3-11-11 Ivd 2x4 I 2X4 114 Scale = 1:14.9 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 0.27 BC 0.12 WB 0.03 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) 0.02 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 15 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. recommends that Stabilizers and required cross bracing [MiTel be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=70(LC 7) Max Uplift 7=-78(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/60 3 lilolr q U17 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. NO 0 LIN, e ;d'FO �0�.••'�gooN O 02 2� PE -44018 ON � N October 25,2017 October A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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' ek� 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 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 725A PC 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. 852108682 725A -PC -GL L9 Jack -Closed 4 1 REACTIONS. (Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Harz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-Nh4oPJ?ceHm KdF00?rzPhQ9m67JTwo7tglNP00yPvjh 1-0-0 1-11-11 2x4 II 2x4 II 5 Scale = 1:11.6 LOADING (psi) 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 IRC2012rrP12007 CSI. TC 0.10 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6 >999 360 Vert(TL) -0.00 5-6 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s REACTIONS. (Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Harz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=205(LC 15), 5=33(LC 5), 3=59(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- HOW - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33�Ir t3uiidirc Dig 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, 3. N90 Ll� � o�.••''600 y- •0 0 .... ssIPN October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an indivitlual 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 tmss 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 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852108683 725A_PC_GL M1 Monopitch 2 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1 ID: S 4VXXKq_apam_nYJx UgEturtOri-rueAcfOE P b u B E PyDYYVeDdhxpXftfFN02 P7yZSyPvj g -1-0-01-6-0 1-0-0 1-6-0 Scale= 1:10.4 3 6 5 4 3x9 11 2x4 II 3x4 = 7 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 0.10 BC 0.02 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl Lid 0.00 1 n/r 120 -0.00 1 n/r 120 -0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 5=29/1-4-8, 6=188/1-4-8, 4=-15/1-4-8 Max Horz 6=61(LC 7) Max Uplift 5=-22(LC 7), 6=-41 (LC 6), 4=-18(LC 14) Max Grav 5=37(LC 18), 6=188(LC 1), 4=10(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. rr ; NOTES -t t 1f1t i�' 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;vrte1 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 4. (.i....."'PE-44018 �PD 0 ��G�� SOON °o•) NI October 25,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 oftrusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108684 725A_PC_GL M2 Monopitch 6 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-rueAcfOEPbuBEPyDYYVeDdhxpXfwfF_02P7yZSyPvjg -1-0-01-6-0 1-0-0 1-6-0 Scale = 1:10.4 4x6 = 6 3x9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCLL 0.0 ' Code IRC2012rrP12007 Matrix -R Wind(LL) 0.00 6 >999 240 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 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 6=192/0-5-8,8=-3/0-1-8 Max Horz 6=46(LC 7) Max Uplift 6=-33(LC 10), 8=-22(LC 14) Max Grav 6=192(LC 1), 8=19(LC 5) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8. �p,D 0 LlCF� o; ••• sopN'sFo UOO O� PE -44018 8.; • N \5 4�17 October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 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 725A PC LUMBER- BRACING - R52108685 725A_PC_GL P1 GABLE 2 1 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:08 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-J4CYq?OSAuO1 sZXP6GOtmrEzuxvSOc2AH3sW5uyPvjf -1-0-0 5-4-7 10-0-0 1-0-0 5-4-7 4-7-9 Scale = 1:20.7 5x10 % 3x4 = oxo 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 0.66 BC 0.44 WB 0.42 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid -0.06 2-7 >999 360 -0.12 2-7 >986 240 0.01 19 n/a n/a 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc pudins, 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=586/0-3-8,19=456/0-1-8 Max Horz 2=111(LC 7) Max Uplift 2=-141(LC 6), 19=-84(LC 10) Max Grav 2=623(LC 15), 19=534(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/158, 34=-1201/210 BOT CHORD 2-7=-176/1109 WEBS 3-7=-475/163, 4-7=-207/1121, 4-19=-690/116 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) 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. 0 LIEF 6) Gable studs spaced at 14-0 oc. �� ...�� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O ; ' SOO *•• 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 x:00 N % will fit between the bottom chord and any other members. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ; U f� ; capacity of bearing surface. PE 44018 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except Qt=lb) • �: , 2=141. Fss�oN .. October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 101032015 BEFORE USE. Design valid for use only with MRek® 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 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 hls CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108686 725A -PC -GL P2 Monopitch 7 1 Max Horz 2=111(LC 7) Max Uplift 2=-141(LC 6), 9=-84(LC 10) Max Grav 2=623(LC 15), 9=534(LC 15) Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, B.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:09 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-nGlw1 L1 VxC8uUj6bgzX612n8eLFh731J Wjc3dKyPvje i�F 5-4-7 _ _ _ 10-0-0 i 1-0-0 5-4-7 4-7-9 Scale = 1:20.7 5x10 3x4 = 9 3x4 = 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 0.66 BC 0.44 WB 0.42 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-7 >999 360 Vert(TL) -0.12 2-7 >986 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puriins, 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s REACTIONS. (Ib/size) 2=586/0-3-8, 9=456/0-1-8 Max Horz 2=111(LC 7) Max Uplift 2=-141(LC 6), 9=-84(LC 10) Max Grav 2=623(LC 15), 9=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1197/158, 3-4=-1201/210 BOT CHORD 2-7=-176/1109 WEBS 3-7=-475/163, 4-7=-207/1121, 4-9=-690/116 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 o L will fit between the bottom chord and any other members. 7) Bearing 9 to value using ANSI/TPI 1 angle to formula. Building designer should verify �Po . at joint(s) considers parallel grain grain ; O SOO . tC N O capacity of bearing surface. T� 02 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 2=141. PE -44018 i October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e a truss system. Before use, the building designer must verify the applicability of des ign 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 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, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 852108687 725A_PC_GL S1 Monopitch Supported Gable 1 1 BC 0.04 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:09 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-nGlw1L1VxCBuUj6bgzX612nHbLLv79TJWjc3dKyPvje -1-0-0 4-0-0 ° 1-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 2x4 3x6 II I Plate Offsets (X Y)- [2:Edge 0-1-61,[2.0-1-13 0-6-1 j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 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 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SPF No.2 tlide. REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0 Max Horz 2=79(LC 7) Max Uplift 5=-8(LC 9), 2=-72(LC 6), 6=-60(LC 10) Max Grav 5=19(LC 15), 2=210(LC 15), 6=259(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; ➢'E=1 Y to 7, enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry r Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TC LL: 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 0 L%tj 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O P� FL F 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 wideQ� •'�SOO '•• F will fit between the bottom chord and any other members. N '•� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. �U 02': ;U 0• PE.44018 10 Fss�ON October 25,2017 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0311015 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guru anee regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC 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. 852108688 725A_PC_GL S2 Jack -Closed 3 1 REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8 Max Horz 2=79(LC 7) Max Uplift 6=-37(LC 10), 2=-98(LC 6) Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:102017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-FTJJFh27iWH15shnEg2LrGJQHkeMsc6TINLcAnyPvjd 1-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 II ' LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.21 BC 0.22 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 13 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. WEDGEMiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer s REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8 Max Horz 2=79(LC 7) Max Uplift 6=-37(LC 10), 2=-98(LC 6) Max Grav 6=205(LC 15), 2=296(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. j'r, r.ari •. ._r " i.%�.. NOTES -%`,i 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f ; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip . DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 00 LIC3 • G�\.•'•••SOON %sFO 02 �OO PE.44018 •\� o�Fss110 N • October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 725A PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 R52108689 725A_PC_GL S3 Monopitch Girder 1 1-3 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:10 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-FTJJFh27iWH15shnEg2LrGJR7kfJsc6TINLcAnyPvjd 4-0-0 4x6 = 3x6 11 Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 1-3 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.01 1-3 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P WmcI(LL) 0.00 1-3 >999 240 Weight: 31 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=1732/0-5-8, 3=895/Mechanical Max Horz 1=70(LC 9) Max Uplift 1=-231(LC 6), 3=-134(LC 10) Max Grav 1=1733(LC 14), 3=902(LC 14) 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) 2 -ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1 Od (0.131'x3") nails as follows: 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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) 1=231,3=134. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1135 Ib down and 152 Ib up at 0-2-12, and 1128 Ib down and 159 Ib up at 2-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 Concentrated Loads (lb) Vert: 1= -1135(F)5= -1128(F) r soorcF�sF Q N •' :C PE -44018 3' 7 0, • •�� October 25,2017 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 �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 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 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 852108690 EJobRepference 725A_PC_GL V1 Valley 1 1 Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:112017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri jfthS131TpPcIOG_nOZaOTsX28_Yb2vczl5AiDyPvjc 5-11-8 11-0-0 5-11-8 5-0-8 5x6 = 4 3x4 % 2x4 II 3x4 = Scale = 1:20.2 I6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Weight: 29 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF StudFribefn iTek re commends that Stabilizers and required cross bracing g stalledduring truss erection, in accordance with Stabilizer stallation uide. REACTIONS. (Ib/size) 1=250/11-0-0, 3=234/11-0-0, 4=554/11-0-0 Max Horz 1=45(LC 9) Max Uplift 1=-50(LC 10), 3=-56(LC 11), 4=41 (LC 10) Max Grav 1=256(LC 14), 3=242(LC 15), 4=554(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-392/100 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Bt1A&I9 ijt\isiGs- Q6;,�tp,00 LICF� G�,•• -p SO �• sF0 S �2 :U fid: PE -44018 October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply R52108691 =Reference 725A_PC_GL V2 Valley 1 1 al Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:12 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0ri-BrR3gM4NE7XTLArAL54pwhPovYKeKWcmChgjEfyPvjb 2-7-8 5-3-0 2-7-8 2-7-8 3x4 = 2x4 2x4 Scale = 1:11.0 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 0.08 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 Matrix -P Weight: 11 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. b iTekrecommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer nstallation uide. REACTIONS. (Ib/size) 1=201/5-3-0, 3=201/5-3-0 Max Harz 1=-17(LC 6) Max Uplift 1=-27(LC 10), 3=-27(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip iv rival 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.LlIlGlis� : +•;ru, t 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. O 1,CF� S% .10 010 O� i PE -44018 i October 25,2017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 l�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 ANSIITPII 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. 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Cm mx00 ?-yC O mm9o1 m �z< mo��nQ3 (pcdXoa•y ygy^m o2 uo 0 ma(D 0 - �-3 33m Z' m. a 0 m . omm 3 ox mm o O na' o�a3 °m a�N (O�0`N mer -' . • nCD A) m c y co 0. m n ( o 0 n mm O m 3 EO m v3OO ID omy _q3 3 ON nvT3 o N3��m m3 N nQ. da<°. 4 (D' � mmn 0 ? 0m^ 3nm2 �a.0�om m ny oo3am2 d m O o0 d m < N g.� 3QOM.O �N D CDmC m=mN m°and 2nO <<�FE 0 d -C,m zw-o ° Sao z gum, o NO�n�N_, ic-ll�s' 93 yq�O N CO. N<mZN O O'. y 0 a) y y (O N O ', Ny O O y ^ pn^ N N ( 0 OO 0 m m n m c(�1-x�. <•� J Mn cn m CDm0om m m 6_/ 0 c ^ m m mco ( v go mmm a T n O �< ID m(o 0 gm om o <q co 3m (D 31 m O P-0. yCD �f 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