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Specifications (15) M S t 1 J - �vvcr l GS 10 Sc,) K1efz 1/9/2013 9721017- Mitar.xlsx RECEIVED AN 16 2013 oia CITY OFTIGARD it BUILDING DIVISION 3055 Clearview Way San Mateo,CA.94402 (8881 SQL CITY 765 2489 www.solarcity corn STRUCTURAL DESIGN CALCULATIONS by YOO JIN KIM, P.E. PROJECT: Mitar Residence - Project # 9721017 2.88 kW Roof Mount Solar PV System 10310 Sw Kable St Tigard, OR. 97224 REPORT PREPARED FOR: SolarCity, Inc. 3055 Clearview Way San Mateo, CA. 94402 888-765-2489NeyAD PROPS 82286IPE OWNER: Mitar, Mircea M. OR =QN 10310 Sw Kable St ..,�,4 18,251' Tigard, OR. 97224 �o 503-430-8911 'EXAM: ig ED.4+13 PROJECT DESIGNED BY: Digitally signed by Yoo un Kim SolarCity, Inc. Date:2013.01.09 15:12:09 3055 Clearview Way os 00 San Mateo, CA. 94402 888-765-2489 . f 1/9/2013 9721017-Mitar.xlsx SolarCity 3055 Clearview Way San Mateo,CA.94402 (8881 SOL CITY 1765 2489: www solarcity.com Calculations by: YK Reviewed by: YK Table of Contents 1 Wind Load Calculations for Open Structure Component and Cladding 2 Solar PV System a Rack Dead Load Determination 3 Roof Dead Load Determination 4 Determination of 2009 IBC[ASCE?-051 Seismic Loads 5 Rafter/Beam Calculations 6 Appendix - Image from Google Earth showing Wind Exposure&Lat/Lon - Seismic Spectral Response data from USGS web site Design Criteria: Designed to 2010 OSISC&2010 OSSC Dead Load=9.5 psf(All MPs) Roof Live Load=20 psf Basic Wind Speed=95 mph Exposure Category B Roof Snow Load=25 psf 1/9/2013 9721017-Mitar.xlsx Wind 3 ASCE7-2005 Open Structure Components and Cladding Input Variables Calculations and Values Required Variables Design Wind Pressures based upon: mean roof height,ft 25 ASCE 7-05 Chapter 6 Wind Loading Exposure Category(6.5.6.3) B Basic Wind Speed(Figure 6-1 or local data) 95 Equation 6.5.13.3:Component and Cladding Elements Importance Factor(1 for residential) 1 Wind Pressure P=qh*G*Cn Roof Shape Pitched 6.5.10:Velocity Pressure Panel Tilt(degrees) 18.4 deg qh= 0.00256*Kz*Kzt*Kd*VA2*I Roof Zone 3 contiguous sq.feet of array 88 From Table 6-3: least width of the building 45 Kz= 0.70 Obstructed wind flow? TRUE From Figure 6-4: Kzt= 1.00 Local Topographical Features From Table 6-4: (choose"standard"or refer to pictures right,and below) Kd= 0.85 type of hill none From figure 6-1: Hill Height(h)(ft) V= 95 slope of hill(degrees) From table 6-1: horizontal distance from hilltop to house(x) I= 1 height from bottom of hill to mean roof height(z) From Velocity Pressure Equation: qh= 13.75 Design Wind Pressures From Figure 6-19B P(lbs.per sq.ft.)=qh*Cn*G Cn(down)= 0.50 Pd(downforce pressure)= 5.84 Cn(uplift)= -1.51 Pu(uplift pressure)= -17.63 From 6.5.8.1 G= 0.85 Max Tributary Area Max Uplift Force on a Single Standoff Individual Rows in Portrait Pmax(lbs.)=Amax*Pu+0.6*PL*COS0 Yingli YL240P-29b Pmax=-191 Amax(sq.ft.)=0.5*L*X Factor of Safety=Fl*D*NI/Pmax L(length of panel in ft. perpendicular to rail 5.41 Fastner Type:Hex Lag Screw(Per Plans) X(distance between standoffs in ft.) 4.00 Fastener Diameter:5/16"-2.5"Min Embed Y(distance between standoffs in ft.) 2.67 250 =Fl(pullout capacity of fastener(lbs/inch)) Amax= 10.83 2.5 =D(minimum fastener thread depth) 1 =NI(number of fasteners per standoff) 3.27 =Factor of Safety Dead Load Calculations DL(lbs/sq.ft.)=(Mm+Mh)/(L*W) Point Load Calculations L(length of Yingli YL240P-29b modules) 5.41 PL(lbs)=Amax*DL W(width of Yingli YL240P-29b modules) 3.25 PL= 32 Mm(weight of Yingli YL240P-29b modules) 43.00 Mh(weight of hardware per module)= 7.92 DL= 2.90 I A (Version 1_8 1/9/2013 9721017- Mitar.xlsx Flush DL 4 CALCULATION OF SOLAR PHOTOVOLTAIC ROOFTOP SYSTEM DEAD LOAD } All MPs MODULE AND STAND-OFF CHARACTERISTICS Module Make& Model: Yingli YL240P-29b Panel Configuration: Rows in Portrait Nmod = 12 Quantity of Yingli YL240P-29b modules Lmod = 5.41 ft Length of one Yingli YL240P-29b module Wmod= 3.25 ft Width of one Yingli YL240P-29b module Amod = 17.58 sf Area of one Yingli YL240P-29b module Wtmod = 43.00 lb Weight of one Yingli YL240P-29b module DLmod = 2.45 psf Unit dead load of Yingli YL240P-29b modules Solar Rail Make&Model: SolarCity Rail Solar Rail Configuration: X-X Solar rails running in X-X direction Wtraii= 0.68 plf Unit weight of aluminum solar rail, plf Stand-off Make &Model: SolarCity Yeti - 1 Lag Wtstandoff= 1.75 lb Unit weight per stand-off assembly PANEL AND RACK SYSTEM GEOMETRY 0= 18.4 deg Tilt of panel system from horizontal 0roof= 18.4 deg Slope of roof mounting surface hmin= 0.33 ft Least panel height above roof surface(vertical dimension) hmax= 0.33 ft Greatest panel height above roof surface(vertical dimension) h = 0.33 ft Mean panel system height above roof surface(vertical dimension) LX_X= 12.99 ft Array length in X-X Direction SX_X= 4.00 ft Standoff spacing in X-X Direction Ns,X_X= 4 Number of standoffs in X-X Direction Ly_y= 16.24 ft Array length in Y-Y Direction (actual dimension at panel tilt()) Lh,y_y= 15.41 ft Horizontal projection of array length in Y-Y Direction Sy_y= 2.67 ft Standoff spacing in Y-Y Direction Ns,y_y= 6 Number of standoffs in Y-Y Direction 1/9/2013 9721017-Mitar.xlsx Flush DL 5 DETERMINATION OF SYSTEM DEAD LOAD FOR SEISMIC ANALYSIS COMPONENT AREAS, LENGTHS,AND QUANTITIES Asystem = 211 sf Gross area of solar PV system Amoduies= 211 sf Net area of solar modules only Nraii= 6 Number of solar mounting rails Lia;,= 78 ft Approximate total length of solar mounting rail Nstandoff= 24 Number of stand-off assemblies DEAD LOAD CALCULATION Length or Unit Component Component Quantity Weight Weight, lb Solar Modules 12 x 43.00 lb = 516 Solar Rails 78 ft x 0.68 plf = 53 Stand-off Assemblies 24 x 1.75 lb = 42 Subtotal for Hardware = 95 lb Total System Seismic DL= 611 lb Weight of Hardware per Solar Module = 7.92 lb Weight of Modules per square foot of PV System = 2.45 psf Weight of Hardware per square foot of PV System = 0.45 psf Total Seismic System Weight per square foot= 2.90 psf 1/9/2013 9721017-Mitar.xlsx Roof DL 6 DETERMINATION OF DEAD AND LIVE LOADS: All MPs DEAD LOAD LIVE LOAD Element Materials Wt. (psf) IBC 1607.11.2 Roof: Comp Shingle 5.00 Lo= 20 psf Roofing Paper 0.50 Atrib= <=200 sf 1/2 in. Plywood or OSB 1.50 R1 = 1 2 x 6 @ 24 in. o.c. 1.15 (Rafter) R2= 1 Miscellaneous 1.35 Lr= Lo'* Rt * R2= 20 psf 9.50 Roof Pitch 4:12 1.054 18.4 deg Dead Load @ Roof Pitch = 10.01 Ceiling: 2 x 6 @ 16 in. o.c. 1.72 Insulation 1.42 5/8 in. Gypsum Board 2.80 Miscellaneous 1.00 6.94 Walls, Ext.: Wood Siding 5.00 Building Paper 0.50 1/2 in. Plywood or OSB 1.50 2 x 4 @ 16 in. o.c. 2.00 1/2 in. Gypsum Board 2.20 Insulation& Misc. 1.00 12.20 Walls, Interior 1/2 in. Gypsum Board 2.20 2 x 4 @ 16 in. o.c. 2.00 1/2 in. Gypsum Board 2.20 6.40 1/9/2013 9721017-Mitar.xlsx Seismic 7 SEISMIC DESIGN CALCULATIONS FOR SOLAR PV ROOF MOUNT SYSTEM per 2009 IBC Section 1613 and ASCE 7-05 Chapter 13 SEISMIC DEAD LOAD System Configuration: Flush Mount Wp= 611 lb See Dead Load Worksheet PROJECT SITE DATA Street Address: 10310 Sw Kable St Tigard, OR. 97224 Latitude and Longitude from Google Earth Latitude: 45.41 deg Longitude: -122.78 deg Soil Site Class : D Default assumption per IBC 1613.5.2 SEISMIC GROUND MOTION VALUES USGS Earthquake Ground Motion Parameter Calculator http://earthq uake.usgs.pov/hazards/design maps/ Fa= 1.131 site coefficient from USGS web site F„= 1.732 site coefficient from USGS web site SS= 0.922 *g Spectral response acceleration at short periods from USGS web site Si = 0.334*g Spectral response acceleration at periods of 1 second, USGS web site SMS= Fa* SS (2009 IBC 16-37, ASCE 11.4-1) SMS= 1.043 *g SM1 = F *Si (2009 IBC 16-38,ASCE 11.4-2) SMi = 0.578*g Sips=(2/3)*SMS (2009 IBC 16-39,ASCE 11.4-3) Sips = 0.695*g 5D1 = (2/3)*SM1 (2009 IBC 16-40, ASCE 11.4-4) Spy = 0.386 *g COMPONENT FACTORS FOR ASCE SECTION 13.3.1 ap= 1.0 component amplification factor, ASCE Table 13.6-1 Rp= 1.5 component response modification factor,ASCE Table 13.6-1 Ip= 1.0 component importance factor,ASCE Section 13.1.3 r 1/9/2013 9721017-Mitar.xlsx Seismic 8 SEISMIC DESIGN FORCE, PER ASCE SECTION 13.3.1 0.4apSDSWP(1 +2z/h) Horizontal seismic design force FPt (Rp/Ip) (ASCE Equation 13.3-1) where: z= 25.00 ft h = 25.00 ft Fps = 0.556 Wp = 340 lb Governs Fp is not required to be taken as greater than Fp2= 1.6SDSIpWp (ASCE Equation 13.3-2) Fp2= 1.11 W = 680 lb and Fp shall not be taken as less than Fp3= O.3SDSIPWP (ASCE Equation 13.3-3) Fp3= 0.21 Wp = 127 lb GOVERNING SEISMIC DESIGN FORCE Fp= 340 Ib ALTERATION DESIGN CHECK, PER 2009 IBC SECTION 3403.2.3.2: (Seismic base shear is directly proportional to building mass) Building Mass for Partial Building: Arearoof= 927 sf DI-Roof= 10.01 psf Wroof= 9283 lb Areacig= 927 sf DLcig= 6.94 psf Wig= 6432 lb LengthExt.wau= 60 ft DLExt.wall= 12.20 psf W Ext.waII= 2928 lb Length,ntwau= 60 ft DL�nt.wa��= 6.40 psf Wintwaii= 1536 lb Plate height? 8 ft WRoof= 20179 lb (Existing) Wsystem = 611 lb Wproposed = 20790 lb Percent Increase= 3.03% <=10% Therefore, okay a F,0 RMEMBER REPORT Level,MP1 PASSED 1 T E 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2@ 24rr OC Overall Sloped Length:1811 15118' l I• I 4: 1 1 .. 'J rr t .l 0II 1 + rr r. Al f J,1.T tT s3' 1 rr 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual r Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 921©12'2" 2352(3.50") Passed(39%) -- 1.0 D+1.0 S(Adj Spans) Member Type:Joist Shear(lbs) 478 @ 11'7 1/16" 1139 Passed(42%) 1.15 1.0 D+1.0 S(Adj Spans) Building Use:Residential Moment(Ft-lbs) -934©12'2" 975 Passed(96%) 1.15 1.0 D+1.0 S(Adj Spans) Building Code:IBC Live Load Defl.(in) 0.295 @ 6'1 1/2" 0.580 Passed(L/472) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.463 @ 6'1 7/16" 0.773 Passed(L/300) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:4/12 •Deflection criteria:LL(L/240)and TL(1/180). •Overhang deflection criteria:LL(21/240)and TL(21/180). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'8 11/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 145 285 430 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 342 579 921 None 3-Beveled Plate-SPF 3.50" 3.50" 1.50" -1 98/-47 98/-48 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow Loads Location Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 17'1" 24" 9.5 25.0 Roof 2-Point(Ib) 3'11" N/A 32 - PV DL 3-Point(lb) 6'6" N/A 16 - PV DL 4-Point(lb) 9'1" N/A 32 - PV DL 5-Point(lb) 11'8" N/A 16 - PV DL 6-Point(lb) 13'9" N/A 32 - PV DL 7-Point(lb) 15'3" N/A 16 - PV DL Member Notes Section A /� Weyerhaeuser Notes (I})SUSTAINANE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `� Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1/9/2013 3:09:27 PM I orte v4.0,Design Engine:V5.6.1.203 Yoo Jin Kim SolarCtty 972101-1.411- (650)963 5100 x 5743 ykim@solarcity.com Page 1 of 1 i/9/2013 9721017-Mitar.xlsx USGS 10 Conterminous 48 States 2005 ASCE 7 Standard Latitude =45.408898 Longitude=-122.783255 Spectral Response Accelerations Ss and S1 Ss and 51 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0 ,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.922 (Ss, Site Class B) 1.0 0.334(S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude =45.408898 Longitude=-122.783255 Spectral Response Accelerations SMs and SM1 SMs = FaxSsand SM1 = FvxS1 Site Class D- Fa = 1.131 ,Fv= 1.732 Period Sa (sec) (g) 0.2 1.043(SMs, Site Class D) 1.0 0.579(SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude=45.408898 Longitude= -122.783255 Design Spectral Response Accelerations SDs and SDI SDs=2/3 x SMs and SDI =2/3 x SM1 Site Class D - Fa = 1.131 ,Fv= 1.732 Period Sa (sec) (g) 0.2 0.695(SDs, Site Class D) 1.0 0.386(SDI, Site Class D)