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Report (38) frt � ��U sem, s14 ,i�'�r� Version#34.3 Adb tSolarCit ,‘ y RECEIVED. 3055 Clearview Way,San Mateo, CA 94402 (888)-SOL-CITY (765-2489) I www.solarcity corn JUN _. 9 2014 May 2,2014 CITY OF Project/Job#9721951 TIGARD RE: COVER LETTER BUILDING DIVISION Project: Mansfield Residence 9190 SW Summerfield Ct Tigard,OR 97224 To Whom It May Concern, A jobsite survey of the existing framing system was performed by a site survey team from SolarCity. Structural review was based on site observations and the design criteria listed below: Design Criteria: t�ED PROFF -Applicable Codes= 2010 OSISC&2010 OSSC,ASCE 7-05,and 2005 NDS �C�y� G N F �°y - Risk Category= II Gt -Wind Speed =95 mph, Exposure Category C -Ground/Roof Snow Load = 25 psf(Unreduced) . -MP1: Roof DL=7 psf, Roof LL/SL= 25 psf rIN- 13,ZMO� O„ Digitally signed by Yoo Jin Kim Date:2014.05.02 08:41:50 -07'00' On the above referenced project,the structural roof framing has been reviewed for loading from the PV assembly on the roof.The structural review only applies to the section(s)of the roof that directly supports the PV system and its supporting elements.After this review it was determined that the existing structure is adequate to carry the PV system loading. The structural roof framing and the new attachments that directly support the gravity loading from PV modules have been reviewed and determined to meet or exceed requirements of the 2010 OSISC&2010 OSSC. Please contact me with any questions or concerns regarding this project. Sincerely, Yoo Jin Kim, P.E. Civil Engineer Main: 888.765.2489,x5743 email: ykim@solarcity.com 3055 Clearview Way San Mateo, CA 94402 T(650)638-1028 (888)SOL.-CITY r(650)638-1029 solarcity.com SEISMIC CONSIDERATIONS Seismic Design Criteria (per USGS) Seismic Design Code ASCE 7-05 Latitude 45 4097 Longitude -122.7717 SRA at Short Period Ss 0.944 U GS SRA at is Period Sl 0.338 USGS Sol Site Class D IBC 1613.5.2 Seismic Design Category SDC D USGS Seismic Check Required(Ss>_ Yes IBC 1613.1 0.4o&SDC>_D)? ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK Weight of Proposed PV System Area Dead Load Weight PV System Weight ps1=.. 100 bs Total Weight of PV System W(PV) 1,004 lbs Weight of Roof on Existing Building Sum Area of MPs with PV 444 sf Portion of Roof Weight Area Dead Load Weight Roof 444 sf 7.5 psf 3,332 lbs Calling ... 444 sf. a.psf= 2x444 qhs Interior Walls(Top Half) 337 sf 6.0 psf 2,024 lbs Exterior Walls(T©p Haifj 337 sf . 9.0pg. Net Weight of Roof Under PV W(exist) 10,835 lbs Check% Increase of Roof Weight/ Seismic Shear Load %o Increase of DCR of Lateral9.3% IBC Sect. Force Resisting System W(Pv)1 W(exist) Increase Seismic Shear Load< 10%,->[OK] 3404.4 Note: Seismic base shear is directly proportional to roof weight. • LOAD ITEMIZATION - MPl PV System Load PV Module Weight(psf) 2.5 psf Hardware:Assembly_Wettiht( : :. 0 5 psf: PV System Weight(psf) 3.0 psf Roof Dead Load Material Load Roof Category Description MP1 Rt t f tng T e Corr y Roof: {1.1.40r$4 ., 2:5-psf Re-Roof to 1 Layer of Comp? No llndertaent Roofing Paper. 0.5 Psf Plywood Sheathing Yes 1.5 psf Beard heathtng Nome Rafter Size and Spacing 2 x 4 @ 24 in. O.C. 0.7 psf Vatted lir►g :: Miscellaneous Miscellaneous Items 1.3 psf Total Roof Dead Load 7 psf(MP1) 7.0 psf Reduced Roof Live Load Non-PV Areas Value ASCE 7-05 Roof Live Load to 20.0 psf Table 4-1 Member `ributeary.Area :. k :200 ... Roof Slope 5/12 't butary Area Reduction: f 1 Section 4.9 Sloped Roof Reduction R2 0.95 Section 4.9 Reduced,Roof i Reduced Roof Live Load Lr 19 psf(MP1) 19.0 psf A SIMPSQN Simpson Strom Tie P g- Truss: MP1 strong-Tie JobName: 9721951 Component SolutionsTM Date: 5/2/2014 8:12:05 AM Truss Page: 1 of 1 Version:4.34[Build 9] Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 33-0-0 5/12 1 1-8-0 1-8-0 0-0-0 0-0-0 1 24 in 125 lbs 36-4-0 1-8-0 7-11-0 8-7-0 8-7-0 7-11-0 1-8-0 7-11-0 16-6-0 25-1-0 33-0-0 5x6- 3 di 124410 12 5� i5 1x4\ x4! o°,' 2 4 da et. V dI 3x6- 3x6- S 1 5 Y / I 9 8 7 6 �i\0 3x4- 3x4- 3x4- • 0-0-0 0-0-0 11-2-10l 10-6-13 I 11-2-10 11-2-10 21-9-6 33-0-0 Loading General CSI Summary Deflection L/ (lore) Allowed _ Load (past) Bldg Code: IBC 2012/ TC: 1.00(2-3) Vert 7L: 0.39 in L/991 (8-1) L/180 Rod Snow(Ps): 25 psf TPI 1-2007 BC: 0.74(8-1) Vert LL: Sin L/999 5 L/240 TCDL: 7(rake) Rep Iv&Increase: Yes Web: 0.22(2-8) Horz 1L: 0.06 in 5 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 6 Plate Offsets(InLXY,Ang): (1:3-14,2-3,0.) (2:0-0,3-13,43.)(3:0-0,3-13,0.) (4:0-0,3-13,43.) (5:3-14,2-3,0.) (6:0-0,3-0,0.) (7:0-0,1-12,0.) (8:0-0,3.8,0.) Reaction Summary JT Type Brg Carbo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Boric 1 Pin(Wall) I 3.5 in Spruce-Pine-Fir 2.29 in 1,460 Its - - - - - 5 H Roll(Wall) I 3.5 in Spruce-Pine-Fir 2.20 in 1,404 Its - - - - - Material Summary Bracing Summary TC DFL#2 2 x 4 TC Bracing: Sheathed BC DFL#2 2 x 4 BC Bracing: Sheathed or Purlins at 10-0-0,Purlin design by Others. Wets DFL#2 2 x 4 Loads Summary I)This truss has been designed for the effects ofa balanced design snow Iced(Ps=25 psf)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground sway Iced(Pg).NOTE:All flat/sloped rod factors have been ignored and the ground snow Iced has been used for the roof snow load(Ps=Pg),DOL= 1.15. 2)This truss has not been designed for the effects of unbalanced snow loads. 3)In addition to the snow loading specified on this drawing,this truss has also been designed foe a rod lime Iced(TOLL)of 0 peg 4)Minimum storage attic loading in accordance with IBC TSble 1607.1 has not been applied 5)In accordance with IBC bble 1607.1,minimum BCLL's do not apply. Load Case DI:Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End load Trib Width Top Chd -04-0 15-0-0 Down Rake 3 psf 3 psf 24 in Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max cmipr.force if different from max axial force) 2:480302 Lbs 3-4 5 -2,300 Ibs Webs 12-8 0.222 Bc 31.6-2 00..796151 2-624 Its 3-8 0.6-8 139 1,6196 726 lbs 3-6 08-1 128 2,51038 669 lbs 4-6 0.200 -561 Its Notes: IJ When this truss has been chosen for quality assurance inspection,the Plate Placement Method per TPI I-2002/A3.2 shall be used.Cq=1.17. 2)Bearing material shown in the atom table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for ether design considerations. 'NOTICE"Atopy of thisdesign shall be famished to the erection contractor. The design of this individual tnon is based on design criteria and requirements applied by the Truss Manufacturer and relies upon the accuracy and completeness of the Simpson Strong-Tie Company information set forth by the Building Designer. A seal co this drawing indicates acceptance of profensonal engineering responsibility solely for the truss component design shown.The suitability and use of this component for any particular building design is the responsibility of the Building Designer,per ANSI/TPI 1-2007 Chapter 2. "WARNING'Truss require proper handling,erection,restraint and bracing. Refer to the latest edition of BCSI(Building Component Safety Information jointly produced by TPI end SBCA)for proper installation methods and important safety information relating to the entire cunamctim process. In the absence of specific installation and temporary restraint/bracing specifications by others,the installation (including installation tolerances)and temporary restmint/bracing of the trusses shall be in accordance with BCSI-BI and BCSI-B2.Trusses also require pemmnent restraint/bracing of chords and certain web members(where indicated). This drawing only indicates the locations for lateral restraint.The method of individual ton member reaaint/bracing shall be as specified by the Building Designer per ANSI/TPI 1,Chapter 2,if specific truss permanent bracing design is not specified by others, this shall be accomplished by standard industry lateral restraint and diagonal bracing details in accordance with BCSI-133 or BCSI-137 as applicable."IMPORTANT"This design assumes the truss is manufactured in accordance with this drawing and the quality criteria specified in ANSI/TPI I Chapter 3. All connector plates shall be manufactured by Simpson Strang-Tie Company,hre in accordance with ESR-2762.All connector plates are 20 gage,unless the specified plate size is followed by a"-18"which indicates an 18 gage plate. A • CALCULATION OF DESIGN WIND LOADS - MP1 Mounting Plane Information Roofing Material Comp Roof PV System T olarCity 51 14Mvitntr" Spanning Vents Yes Standoff.(Attachment Hardware) Como Mr unt Tvoe:C wits,Lifter. W Roof Slope 22° I�i�fter Spanirt�j: 24{f O.C. Framing Type/Direction Y-Y Rafters Purltn Spacing ° X Xi Purlins Only NA .., TileReveal Tile Roofs Only NA ...... .... ... . "file Atta hment`System Tile Roofs Only. NA Standing Seam Spacing SM Seam Only NA Wind Design Criteria Wind Design Code ASCE 7-05 Wind.Design Method Partiaily/fully Enclosed Methe l Basic Wind Speed V 95 mph Fig.6-1 6cptiSur�:+Category;: C, Section 6,5.6.3 Roof Style Gable Roof Fig.6-11B/C/D-14A/B Mean Roof`Height i i .:!. 25.ft Section 6.2: : :a Wind Pressure Calculation Coefficients Wind Pressure Exposure KZ 0.95 Table 6-3 Topographic Fac or Wind Directionality Factor Kd 0.85 Table 6-4 - Velocity Pressure qh qh =0.00256(Kz)(Kzt)(Kd)(V^2)(I) Equation 6-15 18.6 psf Wind Pressure Ext. Pressure Coefficient(Up) GC9 spy) -0.88 Fig.6-11B/C/D-14A/B Ext,i re sure o t(Down).... ..... ..: a i i . ...:.... 0 ...• fag.6^1 i t /a 14A B Design Wind Pressure p p =qh (GCD) Equation 6-22 Wind Pressure Up P(UD) -16.3 psf Wind Pressure Down Pm° 1 10.0 psf ALOWABLE'STANDOFF SPAC LSPACINGS X-Direction Y-Direction Max Allowable Standoff Spacing_ Landscape 72" 39" Max Movable Cantile i andscai 2 �.. ._'`. ISA. Standoff Configuration Landscape Staggered Maix$tandpff mbutary Ares i.sf PV Assembly Dead Load W-PV 3 psf NetWind Uplift at tandoff' Tactual - 85_l "`: . Uplift Capacity of Standoff T-allow 500 lbs Standoff . .OCR._ 56.x. X-Direction X-Direction Max Allowable Standoff Spacing Portrait 24" 65" Max Allowable cantlever PortraiC: Standoff Configuration Portrait Staggered Mat Standoff ribU`ta:ry Area"•: Tu`ib. 1 i.rwi PV Assembly Dead Load W-PV 3 psf filet.Wind"Uplift at tshdofi 'anal' - 5i ft Uplift Capacity of Standoff T-allow 500 lbs