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WINDWARD WAY 33153_14-00000069
CITY OF L F �= I ,SII`�Q � BUILDING & SAFETY �l-� DREAM EXTR E EMTM '�'' 130 South Main Street PERMIT JOB ADDRESS . . . . . 33153 WINDWARD WAY DESCRIPTION OF WORK ELECTRICAL OWNER CONTRACTOR SIEGEL KEN TITAN SOLAR SIEGEL TINA OUT OF TOWN BUSINESS 33153 WINDWARD WAY 6711 VALIGEAN AVE LAKE ELSINORE CA 92530 VAN NUYS, CA 91406 A. P.# . . . . . 381-354-019 6 SQUARE FOOTAGE 0 OCCUPANCY . . GARAGE SQ FT 0 CONSTRUCTION FIRE SPRNKLR VALUATION . . . 15 , 000 ZONE . . . R-1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63 . 00 13 . 00 X 12 . 5000 VALUATION 162 . 50 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 1 . 00 X 55 . 5000 200-1000AMP SERV <600 VLT 55 . 50 1 . 00 X 16 . 2500 MISC. WHERE NO OTHER FEE 16 . 25 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 225 . 50 225 . 50 . 00 ELECTRICAL PERMIT 101 . 75 46 . 25 55 . 50 OTHER FEES PROF.DEV. FEE 2 TRADES 10 . 00 10 . 00 . 00 PLANNING REVIEW FEE 45 . 10 45 . 10 . 00 PLAN RETENTION FEE 1 . 50 1 . 50 . 00 SEISMIC GROUP R . 50 . 50 . 00 PLAN CHECK FEES 169 . 13 169 . 13 . 00 TOTAL 553 . 48 497 . 98 55 . 50 SPECIAL NOTES & CONDITIONS ROOF MOUNTED SOLAR 20 PANELS & 200 AMP SERVICE UPGRADE Owl D3149ye Type: EF DnW. I DAEC IS/14 19 fkwipt no: 3697 2OI4 65 Ep IlffLDING PffftT V LtIO T . 2/19/14 Ti a 14M.27 Cityof Lake Elsinore —� Please _--- --- "-'�----! I lease read and initial Building Safety Division 1.I am Licensed under the provisions of Business and professional Code Section 7000 et seq.and my license is in full force. Post in conspicuous place —_2.l,as owner of the property,or my employees w/wages as their sole compensation will do the work on the job anti the ctn cture i.,not intended^ offered for sale. 1 3.I,as owner of the propetty,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the project, JOB ADDRESS for each respective in.snPetion e I have a ,fcate of consent lam- - r-------• ' -- ce•., t to se uuawc or a ceilificate of Workers Compensation insurance Approved plans iiiust b-e on job J i or a certified cony 5.1 shall thereof. at all times: all not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note:If you should become subject to Workers Compensation after making this certification, Code Approvals _ Date Inspector you must forthwith comply.with such provisions or this permit shall be deenied revoked. F5-1 Temnorary Flrr'rrir service [-B 4OI Soil Pipe Underground .02 Electric Conduit Underground s ---'01CAYi1hg502 Steel Reinforcementr73 Grout 04 .�r u Grade 0l Undergr vnd Ulster Pipe SSM i�R_otzgh Septic System Y�iNVOI On Site Sewer " PiP06 Moor 5hcatt itrg V v i iioaf granting BP08 Roof Sheathing �— -- -� rABP09 Shear Wall&Pre-Lath FL,U3 RougJj Plumbing _IL.03 Rough Electric Conduit __ -� --- - ------�-----_-___ EL 04 Rough Electric Wiring EL,OS-Rough Electric/ 'T-Bar — ~� —� -- •-- - -- --� M?.0I Rough Mechanical �� ivI"r02 !hurts,Ventilating — P1,04 Rough Gas Pipe/Test — — - �--- ---__ Hf?1 Roo- f Draius BP;0 Foaming&Flashing — I3P I2 Insulation 1�— I3P13 Drywall Nailing a - - IJPI 1 Lathing&Siding P1,99 Final Plumbing F.I 99 Final Electrical ME99 Final Mechanical 1BP99 117inal Building -- Code. Pool&Spa Approvals Date Inspector OTIIER DIVISION RELEASES Deputy Inspector _ Departr..nent Approval required prior to the IWI Pool Steel Rein./Forms building beingreleased by the City P001 Pool Plumbing/Pressure Test P003 Pre-Gunite Approval A_ Date Inspector EL06 Rough Pool Electric Planning Sub List Approval _ Landscape P004 Pool Fencing,/Gates/Alarms Finance P005 Pre-Plaster Approval Engineering P009 Final Pool/Spa --- CITY OF LAKKE LSI1110R.E BUILDING & SAFETY DREAM EXTREME-,- '�" 130 South Main Street PERMIT JOB ADDRESS . . . . . 33153 WINDWARD WAY DESCRIPTION OF WORK ELECTRICAL OWNER CONTRACTOR SIEGEL KEN TITAN SOLAR SIEGEL TINA OUT OF TOWN BUSINESS 33153 WINDWARD WAY 6711 VALIGEAN AVE LAKE ELSINORE CA 92530 VAN NUYS, CA 91406 A. P. # . . . . . 381-354-019 6 SQUARE FOOTAGE 0 OCCUPANCY . . . GARAGE SQ FT 0 CONSTRUCTION FIRE SPRNKLR VALUATION 15 , 000 ZONE R-1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63 . 00 13 . 00 X 12 . 5000 VALUATION 162 . 50 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 1 . 00 X 16 . 2500 MISC. WHERE NO OTHER FEE 16 . 25 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 225 . 50 . 00 225 . 50 ELECTRICAL PERMIT 46 . 25 . 00 46 . 25 - OTHER FEES PROF.DEV. FEE 2 TRADES 10 . 00 . 00 10 .' 00 PLANNING REVIEW FEE 45 . 10 45 . 10 . 00 PLAN RETENTION FEE 1 :50 . 00 . 1 . 50 SEISMIC GROUP R . 50 . 00 . 50 PLAN CHECK FEES 169 . 13 169 . 13 . 00 TOTAL 497 . 98 214 . 23 283 . 75 SPECIAL NOTES & CONDITIONS ROOF MOUNTED SOLAR 20 PANELS Oper*. OaNO2 Type*. IF D ?I10f14 00 Rewipt 201q 6B BP BUII.DRE PMU 1.00 75 lotat 75 pdyftmt 75 7-rd s dates 2110114 Tfnp.. City of Lake Elsinore Please read and initial Building Safely DIVISIon I am Licensed under the provisions of Business and professional Code Section 7000 et seq.and .my license is in full force. Post in conspicuous place ___2.l,as owner of the property,or my'employees w/wages as their sole compensation will do the work on the job and the sm,_ctt re is no,intended or offered for sale. __3.l,as owner of the property,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the i project. RID ADDRESS for each 1r_NPU:tl Ve 1nSpectiVrl: I = _4.1 have a certificate or consent to selfinsure or a certificate or Workers Compensation insurance 1 Approved plans must be on job or a certified copy thereof. I at all times: 5.I shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note:if you should become subject to Workers Compensation after making this certification, Code Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked. ELOI Temporary Electric Service PLO1 Soil Pipe Underground EL02 Electric Conduit Underground BPOI Footings _ BP02 Steel Reinforcement — BP03 Grout BPO4 Slab Grade PLO1 Underground Water Pipe SS01 Rough Septic System SW01 On Site Sewer t3P0S Floor Joists BP06 Floor Sheathing BP07 Roof Framing BPO8 Roof Sheathing _ _BP09 shear_watt&_Pre-lath PL03 .Rough Plumbing -- -_ _— —---- - - — — _ _ EL03 Rough Electric Conduit 2�' � E1,04 Rough Electric Wiring EL05 Rough Electric I T-Ear MEO1,Rough Mechanical NIF02 Ducts,Ventilating _ PL04: Rough Gas Pipe/Test Y PL02 Roof Drains BP1O. Framing_&Plashing BP12 Insulation BP13 Drywall Nailing BPI I Lathing&Siding _ PL99 Final Plumbing M EL99 Final Electrical 2,0•j /9-il _ W99 Final Mechanical BP99 Final Building Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the POOI Pool Steel Rein,/Forms building being released by the Cam_ P001 Pool Plumbing/Pressure Test P003 Pre-Gunite Approval _ s Date Inspector EL_06 Rough Pool Electric Planning Sub List Approval Landscape P004 Pool Fencing/Gates/Alarms Finance P005 Pre-Plaster Approval Engineering P009 Final Pool/Spa C O F � �t4 � LA E LS I 1-10 RE D R-E.A M. E,XT RE M E TM 130 South Main Street APPLICATION FOR APP . OAPPL N O. q BUILDING PERMIT DATEICA ION c,�iv� DATE VALUATION CALCULATIONS BUILDING ADDRESS 1st FLOOR SF '�3i53 'W�n�Vkc� U' TRACT BLOCWP GE LOT/PARCEL 2nd FLOOR SF NAME i -- 3rd FLOOR SF O W MAILINU i! GARAGE SF N ADDRESE .ar.53 �. IF E IT"/ T°T��_IP STORAGE SF R 1 Ace- El5'h"a C! ` "Z Thereby affirm that I am licensed under provisions of chapter 9 9(commencin DECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and C my license is in full force and effect. CITY BUSINESS OTHER: SF O LICENSE# TAX# N AND CLASS v T NAME ��tCtY lJe i VALUATION: R A MAILIN }� C ADDRESS I43-I Y(V1A%)rn IVAS 76 FEES T CITY STATE/ZIP PHONE O ��irza h h e- / S(a BUILDING PERMIT $ R CONTRAC R`S I NA URE vI'�/� T7 IS' PLAN CHECK a NAM LICENSE# j ! A 4e2fiv\ PLAN REVIEW / I R MAILIN C ADDRESS %2C7 l VV TvC4 I Vh V SEISMIC H ITY A /ZIP PHONE PLAN RETENTION p NEW OCC GRP./ CONST. ❑ADDITION DIVISION: TYPE: FIRE SERVICES p ALTERATION NUMBER OF NUMBER OF OTHER STORIES: BEDROOMS: SINGLE FAMILY ZONE: ❑APARTMENTS p 1 certify that I have read this application and state that the p CONDOMINIUME HAZARD YES above information is correct.I agree to comply with all city ❑TOWN HOMES AREA? NO and county ordinances and state laws relating to building ❑COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this ❑INDUSTRIAL REQUIRED? NO city to enter upon the above-mentioned property for insp- ❑REPAIR PROPOSED USE OF BLDG: tion purposes. ❑DEMOLISH PRESENT USE OF BLDG: JOB DESCRIPTION Signature of Applicant or Agent Date Agent for M contractor ❑ owner Agents Name Nt(,I� uiltl Agents Address 6711 VC4(" rtt� ((�VG pool 1201 N. Tustin Avenue Ron Lacher, R.C.E. engineering Anaheim, CA 92807 Inc. Fax: (714) 630-6114 Phone:(714) 630-6100 STRUCTURAL ANALYSIS REPORT FOR SOLAR PANEL ADDITION AT THE SIEGEL RESIDENCE 33153 Windward Way Lake Elsinore, CA,92530-5675 r XP.613012 i 5 { H FOR TITAN SOLAR cL IN OR � KE IVoy's, 'rdp1 DiVI "10N DESIGN BAS I A2 C.B.C. 2013 EDITION, ASCE 7-10, AND 2012 NDS 1/27/2014 4:03 PM Page 1 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Residential\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 pool POOL ENGINEERING INC. By: R.Lopez engineering Location: Lake Elsinore,CA,92530-5675 Date: 1/27/2014 Job#13-2682 TABLE OF CONTENTS: General Notes 5 Project Data . . 7 Gravity Loads 9 Lateral Loads 10 Lateral Load Distribution 11 Wind Uplift Anchor Design 12 Summary 13 1/27/2014 4:03 PM Page 3 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx OPool Engineering,Inc.2014 pool POOL ENGINEERING INC. By:R.Lopez engineering Location:Lake Elsinore,CA,92530-5675 Date: 1/27/2014 ine. Job#13-2682 GENERAL NOTES: 1) REPRESENTATIVES OF POOL ENGINEERING INC.HAVE NOT INSPECTED THE SITE AND ARE RELYING ON INFORMATION PROVIDED BY THE OWNER,ARCHITECT,OR CONTRACTOR TO DETERMINE THE ADEQUACY OF THESE STRUCTURAL CALCULATIONS FOR THE ACTUAL SITE CONDITIONS. 2) THESE STRUCTURAL CALCULATIONS ARE NOT INTENDED TO BE APPLICABLE FOR NON STRUCTURAL ITEMS INCLUDING BUT NOT LIMITED TO ELECTRICAL,WATERPROOFING,OR DRAINAGE. 3) ALL CONSTRUCTION METHODS AND MATERIALS SHALL COMPLY WITH THE 2013 CALIFORNIA BUILDING CODE AND/OR THE 2012 INTERNATIONAL BUILDING CODE WITH STATE AND LOCAL AMENDMENTS.WITH STATE AND LOCAL AMENDMENTS. 4) CONTRACTOR OR OWNER SHALL VERIFYAND IS ULTIMATELY RESPONSIBLE FOR ALL FIELD VERIFIED CONDITIONS AND DIMENSIONS AT THE JOB SITE. 5) THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ERRORS,DISCREPANCIES,OR OMISSIONS OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION AND/OR FABRICATION OF THE WORK. 1/27/2014 4:03 PM Page 5 of 13 \\Peanasv2\pool\Projects\2013\2682-13 Solar Panel-Resident!al\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 ullpool POOL ENGINEERING INC. By: R.Lopez engineering Location: Lake Elsinore,CA,92530-5675 Date: 1/27/2014 inc. Job#13-2682 PROJECT DATA: Project Location: 33153 Windward Way Lake Elsinore,CA,92530-5675 Existing Residence: Roof Area: 1690 ft' Upper Floor Area: 1690 W Lower Floor Area: N/A Number of Stories: 2 Site Properties: Latitude: 33.654 Longitude: -117.37 Ss= 2.304 (g)0.2s Spectral Response Acceleration SI= 0.929 (g)1.Os Spectral Response Acceleration Site Class: D (ASCE 7-10,Section 11.4.2) Fa= 1.00 Site Coefficient(ASCE 7-10,Table 11.4-1) Fv= 1.50 Site Coefficient(ASCE 7-10,Table 11.4-2) SDS= 1.5360 Short Period Design Spectral Acceleration Parameter(ASCE 7-10,Eqn.11.4-3) SDI= 0.9290 1s Period Design Spectral Acceleration Parameter(ASCE 7-10,Eqn.11.4-4) Wind Speed= 110 mph(basic wind speed) Exposure Category: C Product Information: Manufacturer: SOLAR WORLD Model: SW-270Mono Weight: 2.89 p.s.f.(including mounting system) Installed Area: 350.81 ft2 Design Criteria: C.B.C.2013. ASCE 7-10 Design Methodology: Per the exception in Section 3403.4 of the C.B.C.2013: "Any existing lateral load-carrying structural element whose demand-capacity ratio with the addition considered is no more than 10 percent greater than its demand-capacity ratio with the addition ignored shall be permitted to remain unaltered" This calculation will verify whether or not the increased loads imposed by the addition,will result in an increase of 10%or less of a demand in the existing structure.If ithe demand increase is within 10%of the original demand-capacity ratio,no retrofit shall be required. 1/27/2014 4:03 PM Page 7 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 pool POOL ENGINEERING INC. By:R.Lopez engineering Location: Lake Elsinore,CA,92530-5675 Date: 1/27/2014 Job#13-2682 GRAVITY LOADS: Roof Dead Load(Existing): 14.0 p.s.f. Tile 1.5 p.s.f. 1/2"Ply.Sheathing 0.6 p.s.f. 2x4 Rafters @ 24"o.c 3.6 p.s.f. 5/8"Gyp.Board&Ceiling Framing 1.2 p.s.f. Misc. 21 p.s.f. Existing Roof Dead Load Typical Floor Dead Load (Existing-If Applicable): 7.5 p.s.f. Max.Floor Finish Weight 3.3 p.s.f. 1 1/8"Subfloor Sheathing 3.4 p.s.f. 2x Joists @ 16"o.c. 15.0 p.s.f. 2x Partitions(finished) 3.6 p.s.f. 5/8"Gyp.Board&Ceiling Framing 1.2 p.s.f. Misc. 34 p.s.f. Existing Floor Dead Load Roof Live Load(Existing): 20 p.s.f. (Table 1607.1 of C.B.C.2013) Floor Live Load(Existing-If Applicable): 40 p.s.f. (Table 1607.1 of C.B.C.2013) Roof Dead Load(Proposed): 2.9 p.s.f. SOLAR WORLD SW-270Mono solar panels and mounting system 21 p.s.f. Existing Roof Dead Load 23.9 p.s.f. Proposed Roof Dead Load Roof Live Load w/Solar Panels(Proposed): 0 p.s.f. (Panels cannot support live loads) Total Roof Loads: Total Existing Roof Load= (DLroof+LLroof)Arearoof = 69290lb. Total Proposed Roof Load= (DI-proposed+LLproposed)Areaprop-d+(DI-roof+LLroof) (Arearoof-Areaproposed) = 63287lb. Demand Increase = [(Proposed Roof Load-Extg. Roof Load)/Extg. Roof Load]x100 _ -9.49% Results: NET DECREASE IN GRAVITY LOADS ==>OK 1/27/2014 4:03 PM Page 9 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx @Pool Engineering,Inc.2014 pool POOL ENGINEERING INC. By: R.Lopez engineering Location: Lake Elsinore,CA,92530-5675 Date: 1/27/2014 inc. Job#13-2682 LATERAL LOADS (Seismic): Seismic Design Parameters: le= i Risk Category Seismic importance Factor R= 6.5 Response Modification Factor p= 1 Redundancy Factor SDS= 1.536 Short Period Design Spectral Acceleration Parameter(ASCE 7-10,Eqn.11.4-3) SD1= 0.929 1s Period Design Spectral Acceleration Parameter(ASCE 7-10,Eqn.11.4-3) Site Class: D (ASCE 7-10,Section 11.4.2) Risk Cat.: II (ASCE 7-10,Table 1.5-1) SDC= E Seismic Design Category(ASCE 7-10,Tables 11.6-1 and 11.6-2) Base Shear Governing Equations: T= Ct(hn)x Approximate Fundamental Period(ASCE 7-10,Eqn.12.8-7) where: Ct= 0.02 x= 0.75 hn= 32 (ft.)Height to Highest Level T= 0.269 (s) TL= 8.00 (s)Long-Period Transition Period(ASCE 7-10,Fig.22-16) 1,,:= (Jnc( )/R Spigmic Rpgnnngp Cnpffiripnt(ACfF 7.1 n r: n = 0.236 Cs_max= (SDS le)/(T R) Maximum Seismic Response Coefficient(ASCE 7-10,Eqn.12.8-3) 0.878 (Cs_min)1= 0.010 Minimum Seismic Response Coefficient(ASCE 7-10,Eqn.12.8-5) (Cs-min)2= 0.044 1 SDS Minimum Seismic Response Coefficient(ASCE 7-10,Eqn.12.8-5-supplement 2) 0.041 (Cs_min)3= (0.5 S1 le)/R Minimum Seismic Response Coefficient(ASCE 7-10,Eqn.12.8-5-supplement 2) 0.071 Cs= 0.236309 Seismic Base Shear(ASCE 7-10,Section 12.8-1.1) See next sheet for Lateral Load Distribution Tables 1/27/2014 4:03 PM Page 10 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 alpool POOL ENGINEERING INC. By:R.Lopez engineering Location:Lake Elsinore,CA,92530-5675 Date: 1/27/2014 inc. Job#13-2682 LATERAL LOAD DISTRIBUTION: Base Shear Calculations: k= 1 Structural Period Exponent(ASCE 7-10,Section 12.8.3) EXISTING STRUCTURE Story k Level Story Height hx(ft) Story Area Seismic Wx(k) Wx hxk Wx k Fi(K) Vi(K) (ft) (ft) Mass(psf) 1Wi h hi Roof 16 25 1690.0 21.0 35.49 887.25 0.63 13.88 13.88 Upper 9 9 1690.0 34.0 57.46 517.14 0.37 8.09 21.96 Lower 0 0 N/A N/A N/A 0 0.00 0.00 0.00 Existing Base Shear= 21.96 PROPOSED STRUCTURE Story Height Story Story Seismic Panel Area Panel k Wx hx k Level hx(ft) Area Z Seismic Wx(k) Wx hx k (ft) (ft ) Fi(K) VI(K) Mass(psf) (ft) Mass(psf) �Wi hi Roof 16 25 1690.0 21.0 350.8 2.9 36.5 912.59 0.64 14.17 14.17 Upper 9 9 1690.0 34.0 N/A N/A 57.5 517.14 0.36 8.03 22.20 Lower 0 0 N/A N/A N/A N/A N/A 0 0.00 0.00 0.00 Proposed Base Shear= 22.20 Demand Increase = [(Proposed Base Shear-Extg. Base Shear)/Extg. Base Shear]x100 1.09% Results: INCREASE LESS THAN 10% ==>OK 1/27/2014 4:03 PM Page 11 of 13 \\Peanasv2\pool\Projects\2013\2682-13 Solar Panel-Residential\13-2682 CBC2013 SOLAR PANEL CALCS,xlsx ©Pool Engineering,Inc.2014 pool POOL ENGINEERING INC. By: R.Lopez engineering Location:Lake Elsinore,CA,92530-5675 Date: 1/27/2014 ine. Job#13-2682 WIND UPLIFT ANCHOR DESIGN: Simplified Procedure for Components and Cladding:(Sec.30.5.ASCE 7-10) V= 110 rnph (basic wind speed) Exp.Cat.=C exposure category(Section 26.71 ASCE 7-10) A= 1.45 Adjustment Factor for Building Height(Figure 30.5-1,ASCE 7-10) K t= 1 Topographic Factor(Section 26.8.2,ASCE 7-10) Zone= 2 Roof 0= 24.7 deg Area= 350.9 sq.ft. p e.zn= 31.9 n.s.f Net Wind nasign Pressurp,Fqn_6-2,ASCE 7-10 pnet= �K,Pnet30 =(1.45)(1)(31.9 p.s.f.)=46.255 p.s.f. (Pnet)deslgn= 46.3 p.s.f. Design Wind Uplift Pressure on Components and Cladding(16 p.s.f.min.per Sec.30.2.2,ASCE 7-10) Connection to Existing Roof Framing: FS= 1 (additional factor of saftey applied to withdrawal force) Atr;b= 16.2 sq.ft. (panel area tributary to each lag screw) D= 2.9 p.s.f. (panel dead load) W= 46.3 p.s.f. (design wind pressure) Plag= FS*Atdb*(0.6D-0.6W) _(1)(16.2 sq.ft.)[(0.6)(2.9 p.s.f.)-(0.6)(46.3p.s.f.)] - —iiu.wviuiwawai ivice aNNueu to each iagscrew) DIAlag= 1/4 in. (lag screw diameter) DPen= 2.00 in. (lag screw penetration into existing framing member) W= 225 lb./in. (lag screw reference withdrawal design value-NDS Table 11.2A,G=0.50) Co= 1.6 (load duration factor,2012 NDS) Ct= 0.7 W'= Co*Ct*W =(1.6)(0.7)(225 lb./in.)=252 lb./in. (adjusted withdrawal value) callow= DPen*W' =(2 in.)(252 lb./In)=504 lb. Results: DEMAND=420.7 lbs. < CAPACITY=504 lbs. ==>OK 1/27/2014 4:03 PM Page 12 of 13 \\Peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 pool POOL ENGINEERING INC. By: R.Lopez engineering Location: Lake Elsinore,CA,92530-5675 Date: 1/27/2014 inc. Job#13-2682 SUMMARY: GRAVITY LOADS: DECREASED BY-9.49% ==>OK LATERAL LOADS: INCREASED BY 1.1%< 10% ==>OK WIND UPLIFT: DEMAND=420.7 Ibs. < CAPACITY=504 Ibs. ==>OK USE 1/4in. DIAMETER LAG SCREWS @ 72in. O.C. W/2in. PENETRATION INTO EXISTING FRAMING MEMBER,TYP. 1/27/2014 4:03 PM Page 13 of 13 \\peanasv2\pool\Projects\2013\2682-13 Solar Panel-Reside ntial\13-2682 CBC2013 SOLAR PANEL CALCS.xlsx ©Pool Engineering,Inc.2014 trC�+ ule/ / �Q mono Frcan�� i N,tuv.co,3 e TUV Power controlled: TIJVRhei nland e Lowest measuring tolerance in industry i Q'000002A1" Sunmodule Plus: Positive performance tolerance N 25-year linear performance warranty and 10-year product warranty � �u World-class quality QUarfied,IEC 61215 Fully automated production lines and seamless monitoring of the process and material MEN Safety tested;IECs17so r�... .f r ensure the quality that the company sets as its benchmark for its sites worldwide. Periodic Inspection Made in USA SolarWorld Plus-Sorting Plus-Sorting guarantees highest system efficiency.SolarWorld only delivers modules that [] ® t t o � °s have greater than or equal to the nameplate rated power. Intertek 25 years linear performance guarantee and extension of product warranty to 10 years SolarWorld guarantees a maximum performance degression of 0.7%p.a.in the course of 25years,a significant added value compared to the two-phase warranties common in the industry.In addition,SolarWorld is offering a product warranty,which has been extended to 10 years.* *in accordance with the applicable Solarworld Limited Warranty at purchase. www.solarworld.com/warranty t j„ SOLAR WORLD solarworld.com We turn sunlight into power. SunmodulO/o SW270 mono /2.5Frame PERFORMANCE UNDER STANDARD TEST CONDITIONS(STC)* PERFORMANCE AT 800 W/mz,NOCT,AM 1.5 Maximum power Pmax 270 Wp Maximum power Pmax 194.9 Wp Open Ciiiiiit--ge V 38.3 V Open Cii Chit Vuitage V 34.5 V Maximum power point voltage V 32.1 V Maximum power point voltage V 28.9 V Short circuit current I m 8.90 A Short circuit current 1 m 7.19 A 11 Maximum power point current I-pp 8.42 A Maximum power point current I 6.74 A 'STC:1000 W/mz,25°C,AM 1.5 Minor reduction in efficiency under partial load conditions at 25'C:at 200 W/m2,9s% (+/-3%)ofthe STC efficiency(1)00 w/m')is achieved. THERMAL CHARACTERISTICS COMPONENT MATERIALS NOCT 46°C Cells per module 60 TCI 0.004%/K Cell type Mono crystalline TC11 -0.30%/K Cell dimensions 6.14 in x 6.14 in(1s6 mm x 156 mm) TCP 11 -0.45%/K Front Tempered glass(EN 12150) Operating temperature -40°C to 85°C Frame Clear anodized aluminum weight 46.7 Ibs(21.2 kg) Ia SYSTEM INTEGRATION PARAMETERS Maximum system voltage SC 11 1000 V 8 Max.system voltage USA NEC 600 V 7 —1000 Wirn, 5 valmt Maximum reverse current 16 A g -- - WIM, Number of bypass diodes 3 ' d _4C "' UL Design Loads" Two rail system 113 psf downward too WAn, 170 psf downward UL Design Loads' Three rail system 64 psf upward 0 113 psf downward 0 !a 0 an 4n IEC Design Loads" Two rail system 50 psf upward midyld Please refer to the SunmoduIe installation instructions for the details associated with these load cases. ADDITIONAL DATA -�-x 4 37.44(951) -- - — Powersorting' 0 Wp/+5 Wp Sox P65 11.33(288) Connector MC4 Module efficiency 16.10 Fire rating(UL 790) Class C 41.30(1050) 0.6 15.3 Version VERSION 2.5 FRAME 2.5frame Compatible with both"Top-Down" 6S.94(1675) bottom and"Bottom"mounting methods mounting holes NL JrGrounding Locations: -4 corners oftheframe -4locations alongthe length of the module in the extended flanges _-A=x4 �4.20(107)s N C, " Black&Veatch validated PAN files now available. �39.41(1001)� Ask your account manager for more information. 1)Measuring tolerance traceable to TUV Rheinland:+/-2%(TUV Power Controlled). All units provided are imperial.SI units provided in parentheses. SolarWorld AG reserves the rightto make specification changes without notice. SW-01-6004US 01-2013 Enphase°Microinverters Enphase@M215 .� � . . -111"ll-,"........... 171 [ell nhae r . ; E N E R G Y The Enphase° Microinverter System improves energy harvest, increases reliability, and dramatically simplifies design, installation, and management of solar power systems. The Enphase System includes the microinverter, the Envoy° Communications Gateway,T"and Enlighten° Enphase's monitoring and analysis software. PRODUCTIVE SMART - Maximum energy production - Quick and simple design, installation, - Resilient to dust, debris and shading and management - Performance monitoring - 24/7 monitoring and analysis RELIABLE SAFE - System availability greater than 99.8% - Low-voltage DC - No single point of system failure - Reduced fire risk enphaS ° S�® E N E R G Y C US Enphase°M215 Microinverter//DATA INPUT DATA (DC) M215-60-2LL-S22/S23 and M215-60-2LL-S22-NA/S23-NA(Ontario) Recommended input power(STC) 190-270 W Maximum input DC voltage 45 V Peak power tracking voltage 22-36 V Operating range 16-36 V Min./Max.start voltage 22 V/45 V Max. DC short circuit current 15 A Max. input current 10.5 A OUTPUT DATA(AC) @208 VAC @240 VAC Rated(continuous)output power 215 W 215 VU' Nominal output current 1.0 A (Arms at nominal duration) 0.9 A(Arms at nominal duration) Nominal voltage/range 208`/183-229 V 240/211-264 V Extended voltage/range 179-232 V 206-269 V Nominal frequency/range 60.0/59.3-60.5 Hz 60.0/59.3-60.5 Hz Extended frequency range 57-60.5 Hz 57-60.5 Hz Power factor >0.95 >0.95 Maximum units per 20 A branch circuit 25(three phase) 17(single phase) Maximum output fault current 1.05 Arms, over 3 cycles;'-i.04 Arms over 5 cvcies EFFICIENCY CEC weighted efficiency 96.0% Peak inverter efficiency 96.3% Static MPPT efficiency(weighted, reference EN50530) 99.6% Dynamic MPPT efficiency(fast irradiation changes, reference EN50530) 99.3% Night time power consumption 46 mW MECHANICAL DATA Ambient temperature range -400C to+65°C Operating temperature range(internal) -40°C to+850C Dimensions(WxHxD) 17.3 cm x 16.4 cm x 2.5 cm(6.8"x 6.45"x 1.0")without mounting bracket Weight 1.6 kg(3.5 Ibs) Cooling Natural convection-No fans Enclosure environmental rating Outdoor-NEMA 6 FEATURES Compatibility Pairs with most 60-cell PV modules Communication Power line_ Monitoring Free lifetime monitoring via Enlighten software Compliance UL1741/IEEE1547,FCC Part 15 Class B CAN/CSA-C22.2 NO. 0-M91, 0.4-04,and 107.1-01 To learn more about Enphase Microinverter technology, enphasw visit enphaseocom = E N E R G Y 0 2013 Enphase Energy.All rights reserved.All trademarks or brands in this document are registered by their respective owner. Engage Cable System and Accessories EnphasevEngage Cable g� P4. The EngageTM Cable is a continuous length of 12AWG cable with pre-installed connectors for Enphase Microinverters. The cable is handled like standard outdoor-rated electrical wire, allowing it to be cut, spliced and extended as needed. The Engage Accessories complement the Engage Cable and give it the ability to adapt to any installation. FAST FLEXIBLE SAFE - Quick installation - Simple design - No high voltage DC - Large branch capacity - No additional cables - Reduced fire risk enphase- ENERGY c us Enphase°Engage Cable System//DATA �fi'.z�.c�.c`" """m:�'._.dZ.�s".<k�M�:.f�.�.�5�i�iS.°5 'S�"-SS�sx2:2.�'£�v�,.'3'Tso°�: .�r.'hC:.,....:-ru.;1.'�w",/s25�:,J:33Z?F� �:'s�':riD` 'z""" t.. "x"".�.`e:.,,,'�....id'ada'"✓Xlsei"h'w"^.�C'.�.r/�3�[a2"u'��K��'is'5.�.br:S�dYYvx.."°a"f✓vY4"4".ztA CABLE TYPES/ORDERING OPTIONS Voltage Connector Spacing PV Module Orientation Model Number #Connectors* Weight 240 VAC,4 conductors 1.025 meter(40") Portrait ET10-240-40 40 40 Ibs 240 VAC,4 conductors_ 1.7 meter(67") Landscape ET17-240-40 40 45 Ibs 208 VAC,5 conductors 1.025 meter(40") Portrait ET10-208-30 30 30 Ibs 208 VAC,5 conductors 1.7 meter(67") Landscape ET17-208-30 30 35 Ibs' *additional lengths available through Enphase authorized distributors.**weights are approximate CABLE SPECIFICATIONS Description Rating Cable temperature rating 90°C(194°F)wet/dry Cable insulator rating THWN 2 UV exposure rating UL 746 C, F1 Conductor size 12AWG Compliance IEC 60529 IP67,CAN/CSA 22.2 No.21, 182.3, UL 486A/13,514C, 6703, and 9703 Cable rating T C-EFi Cable Diameter 1.25 cm(0.49") Minimum bend radius 12 cm(4.75") EP.^A^E ACCESSORIES Branch Terminator Disconnect Tool One terminator needed per branch Plan to use at least one per circuit installation ET-TERM-10(sold in packs of 10) ET-DISC-05(sold in packs of 5) sop Watertight Sealing Cap Cable Clip One needed to cover each unused _,, _-- Many needed to fasten cabling connector on the cabling to the racking or to secure looped ET-SEAL-10(sold in packs of 10) cabling or- ET-CLIP-100(sold in packs of 100) Engage Coupler Used for splicing two power cables within an array ET-SPLK-05(sold in packs of 5) To learn more about Enphase Microinverter technology, visit enpd�ase.corn E N E R G Y`T 0 2013 Enphase Energy.All rights reserved.All trademarks or brands in this document are registered by their respective owner. M= NDY %Moir Washer, Electrical Equipment Bond WEEB INSTALLATION INSTRUCTIONS For Everest Solar CrossRail 36 and CrossRail 48 Mounting Systems Only Please read carefully before installing. Burndy LLC recommends that the sufficient details of the installation be submitted to the AHJ for approval before any work is started. WEEB-KMC WEEB-LUG-8.0 Products are tested to UL 467, / o.CAN CSA-C22.2 N 41 c0%- us US/ Canadian standards for safety grounding and bonding equipment. Intertek 3098177 Document Number 104-0404-000104-000 Uj I L (9 Lj ©2012 BURNDY LLC. HUBBELL Pagel of 6 SYSTEM OVERVIEW V ST SOLAR SYSTEMUSING CROSSRAIL 4 When Dosition of solar modules is finalized, torque fasteners to 12ft-Ib/16.3N-m using Penetrox-A on threads. Assemble WEEB-LUG-8.0 assembly using M8 T-Bolt (with an M10 T-Bolt Head and Fianna Ni it Tnrni is fncf anarc to 10ft-Ib/13.5N-m using Penetrox-A on threads. Lay in equipment ground conductor and torque bolt to 7ft-lb/ 10N-m Important notes: 1. Use general purpose anti-seize compound on fastener threads when installing WEEBs. 2. The NEC section 690.43 states "Exposed non-current carrying metal parts of module frames, equipment, and conductor enclosures shall be grounded in accordance with 250.134 or 250.136(A) regardless of voltage". 3. WEEBs are intended for SINGLE USE ONLY. Functionality will not be guaranteed if reused. Document Number 104-0404-000104-000 WILeLj ©2012 BURNDY LLC. m BUR NOT Page 4 of 6 Mounting systems for solar technology solar system xc CROSSRAIL MAIN COMPONENTS CROSSRAIL ACCESORIES Below are the parts to assemble the Everest CrossRail system t CrossRail 48 1 Enphase 215 Mounting Kit Cro.Rail Material:Alum nium ,,,���,,, Material:Alu ninium Length:161.42" i� L-Foot w/T-Bolt and Flange Nut (CR 48) End Cap for CrossRail 48 I:rout M t 'al:Alum nu n Materials gl s Flbre reinforced poly,nd Ham—am 11,amual-Sta,less Steel TBoIt28l1SM10 Hex Hange Nut,Serrated M10 a Rail Connector Set CrossRail 48 Omega Wire Management Clip " Ma e al.AI ni,um Splice Material.polyamid,black Dian r.Stainless Steel ter. Burndy WEEB Lug 8.0 Module End Clamp Set zac�� - Material:alum"um Material:Aluminium Clamp Hardware Stainless Steel -- Burndy WEER Lug 8.0 Hardware Only Matenal:Sta nle5s Steel Po-at[ching B-ndy WEER Lug 8.0 to CmssRail 48 Module Middle Clamp Set TBolt 28n s M20 Hex flange Net,Serrated 20 ' Material All ,iun, Hardvae Stainless Steel _. Burndy KMC WEEB Clip Material:Stainless Steel Dark Module End Clam Set use with Everest M d Clamp,to Bond Modules to the Cmssaail 48 Material.aiuminiun, Dark Module Middle Clamp Set Material al nn ntun, gr sk Y EVEREST SOLAR SYSTEMS CROSSRAIL PITCHER OF SOLUTION ASSEMBLY:STEP BY STEP ROOF ATTACHMENT/FLASHING ATTACH MODULES WITH END CLAMPS Install the appropriate roof attachments and flas- MGM, Everest Solar supplies End Clamps preassembled hings according to the manufactures installation ins- with the universal MK2 Slot Nut for fast, r s ins- tructions(e.g.Q waterprunt oofness Composition mount). insert the To K2attchS the End Clamps to the ail 48 by Ensure the waterproofness of the roof observing allInsert the MK2 Slot Nut into the CrossRail 48 by applicable laws,regulations,ordinances and codes. pulling up on the plastic tab then rotating clockwise Ensure that the structlral roof attachments points ® by 90 degrees. are In the right position according to your structural talc"!a,cns for the Cross"it system. Never mount end clamps directly on the rail joint or Materials required,appropriate roof attachments end of the rani There must be at least!"(20 mum and flashings from end clamp to the end of the rail. Attach modules and position the clamps on the mo- dule according to the manufacturer's instructions. •�z•-^°;^' oa« - -- �>'"'°-' The Contractor shall verify that the mounting inst- L-FOOT TO ROOF ATTACHMENT y 9 ructions of the module manufacturer are followed! Place the L-Foot on top of the roof attachment with Module End Clamp Tightening Torque;10.3 Ibf-ft `�. the long leg of the foot facing the roof ridge.Tighten (14Nm). the hardware(e.g bolt and nut)according to the manufacturer's M ih.n nh hole _the aterials required:End Cl amp Set n<}., p bottom flangeof the LFoot. Materials required:Everest L-Foot,attachment ATTACH MODULES WITH MIDDLE hardware by 3rd party roof attachment supplier. CLAMPS Everest Solar supplies Mid Clamps preassembled s with the universal MK2 Slot Nut for fast,easy ins- tallation. To attch the Mid Clamps to the CrossRail, ATTACH CROSSRAIL 48 TO THE L-FOOT insert the MK2 Slot Nut into the CrossRail 48 by pulling up on the plastic tab then rotating clockwise by 90 degrees. Place the CrossRail on the high side of the L-foot facing the roof ridge. Insert the T-Bolt through Attach modules and position the clamps on the mo- the L-Foot slot and into the lateral channel of the �r�+ dule according to the manufacturer's instructions. CrossRai148.Turn the T-Bolt clockwise making sure ° Apr The Contractor shall verify that the mounting inst- r-4` that the groove mark on the end of the T-bolt is ,� '. + '�" ructions of the module manufacturer are followed! verticle.Put the appropriate self-locking Hex Flange Nut onto the T-Bolt,adjust the height of the rail Module Mid Clamp Tightening Torque;10.3 Ibf-ft and tighten the nut with a torque wrench using a (14 Nm). torque 25.8 Ibf-ft(35Nm)for M10. Ensure that the Materials required:Middle Clamp Set top of the CrossRail 48 is located above the top of the L-Foot. Verify that the groove mark on the end o f the T-Bolt is verticle,otherwise disassemble and �� OPTIONAL: END CAP ASSEMBLY peat this step. 1 ue to thermal expansion,we recommend a they- - Push the pint nT t'-' mal break after(20 m),but no further than(24.4 'll1►'•� •• ra '" "" m).The minimum separation between the two rails of the rail is 1.25"to 2"(3-5 cm). Materials required:CrossRail 48 End Cap Materials required:CrossRail 48,T-Bolt M 10,self- locking nut M10 ".., ACCESSORY ASSEMBLY RAIL CONNECTOR ASSEMBLY ENPHASE 215 MOUNTING KIT a ( Align the two rail ends next to each other(RailI Everest Solar supplies the p•eassemb zd ha-dvvare Joint). Slide the Rail Connector on to the rails from to attach the Enpha5e 215 with the universal MK2 below aligning the middle of the Rail Connector near the Rail Joint. Connect the Rail Connector Slot Nut for fast,easy installation. To attch the en- to each rail using 2 T-bolts,4 T--Bolts total,and 4 phase mounting kittothe CrossRail,insertthe MK2 Slot Nut into the CrossRail 48 by pulling up on the self-locking nuts. The rail joint may not be in the plastic tab then rotating clockwise by 90 degrees. range of the L-Foot or roof attachment.Tightening torque:25.8 Ibf-ft(35Nm)for M10 hardware. Materials required:Emhase Mounting Kit _ - k Materials required Rail Connector Set(includes <""° Optional:Burndy KMC WEEB Clip hardware) OMEGA WIRE MANAGEMENT CLIP Install the Omega Wire management clip to the Cro5sRail 48 by pinchingthe end of the clip and inserting the ends into the side c-channel slot of -- the CrossRail 48, 1 0 0 ,M-IF Cross Rail Te,hnisches PB I U5310213 The CrossRail System is simple and fast Everest Solar Systems, LLC to install. Please contact us for further 3809 Ocean Ranch Blvd. assistance: Suite 111 SERVICE-HOTLINE+1 760.301.5300 Oceanside, CA 92056 Tel. +1.760.301.5300 info@everest-solarsystems.com everest-solarsystems.com www.everest-solarsystems.com June 20, 2013 Everest Solar Systems, LLC moment 3809 Ocean Ranch Blvd, Suite I I I Oceanside, CA 92056 Attn: Andy Neshat - • - RE: CrossRail PV Panel Mounting System Evaluation To whom it may concern: Per your request, Moment Structural Engineering Group has performed a comprehensive structural analysis of the Everest Solar CrossRail Solar PV Mounting System. When installed per the conditions and design criteria described herein,the CrossRail Solar PV Mounting System is compliant with the sections of the design reference documents noted below. Design Reference Documents 0 2010 Triennial Edition of Title 24, California Code of Regulations(2010 CBQ ■ Based on 20091nternational Building Code and 20091nternational Residential Code o ASCE/SEI 7-05 -Minimum Design Loads for Buildings and Other Structures 0 2010 Aluminum Design Manual,by the Aluminum Association o Section and materials data provided by K2 Systems International ■ Rail section properties appear in Table 25 of this report Overview The CrossRail PV-panel roof mounting system consists of extruded aluminum support rails,module clamps, attachments, and fasteners spanning between points of attachment on an existing roof structure. Attachment of the CrossRail Mounting System to the existing roof structure shall be the responsibility of the installer,and should be analyzed by a registered design professional where required by the local authority having jurisdiction. Methods&Design Parameters Applicable combinations of dead, wind, and snow loads were evaluated in accordance with current code requirements to determine allowable rail span lengths, based on assumptions of simple-span conditions and maximum allowable deflection of L/120. Design wind pressures were determined using Components and Cladding calculations in Chapter 6 of ASCE 7-05, using the loading parameters listed below. Configurations not conforming to these parameters will require additional analysis. Calculation of applicable roof snow load should be based upon ground snow load maps and equations and factors of ASCE 7-05, Chapter 7. For moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013®PAGE 2 OF 28 ('(2130620CA 10:19 designated Case Study areas noted in the 2010 CBC, refer to local jurisdiction requirements for snow and wind load determination. Seismic criteria were not considered per provisions of ASCE 7- 05 Section 13.1.4. 1—ling Parameters: o Ground snow load:Varies o Design 3-second gust wind speed (V) = 85-150 mph o Building roof mean height: 30 ft. or less o Roof wind pressure region: Zone 1 -Zone 3 o Structural occupancy category: II o Wind exposure: B, C, D o Panel orientation: Portrait or Landscape o Panel installation angle: Flush with roof slope o Roof slope (0):Varies Design Results The allowable span lengths of the system are principally controlled by applicable wind (speed, exposure, pressure zone) and snow loads to the structure. Refer to the CrossRail span tables in the appendix to this document for recommended rail configurations based on combinations of these loading parameters. The reaction loads provided in the attached tables are only applicable when ncarl With tha zmm lanoth rArnmm,-nrintinnc nrnvirinrl harain Installation Notes The following guidelines apply to all installations using the CrossRail product line: • Tables assume two independent support rails per panel with portrait orientation, or shared intermediate rails with panels in landscape orientation. • Maximum end cantilever of aluminum support rail shall not exceed one-third (1/3) of allowable span in the roof wind pressure zone of the cantilever. • Rails shall be continuous (not spliced) over a minimum of two supports. • Installation over roof overhangs or within 10" of any roof edge is not advised. • Observe all local jurisdictional requirements regarding roof setback requirements. moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030®Phone:703-998-2350®Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 3 OF 28 CRI 0620CA 10:L) Summary This assessment has provided design validation for code-compliant installations of the CrossRail PV Mounting system. For the configurations and design loadings noted previously,the attached span tables represent maximum span lengths based on allowable stresses and deflection criteria. For all other configurations,refer to Everest Solar Systems for engineering support. This report does not provide analysis of any existing structures, as may be required by the local authority having jurisdiction. We appreciate the opportunity to have assisted you with this project. Should you have any further questions regarding this analysis,please feel free to contact us by phone or email. Best Regards, ep� IFESS �'qN1 IC4. del NO, Exp. 92-31-200 1 CI V1%. Shawn P. Kelley, P.E. �rf OF CAIJF Principal moment STRUCTURAL ENGINEERING GROUP, LLC. spkelley@msegllc.com moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5®Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 4 OF 28 CR 1 30620Ch 10:19 Table 1:Maximum Span Length(in.)-Wind Exposure B Condition Exposure Design Roof Snow Load(psf) B Wind Speed, Rail Type V(mph) 0 10 20 30 40 50 85 X48 87 77 68 60 52 47 X36 66 58 51 46 42 38 90 X48 84 76 67 60 52 47 — _ _._ X36 63 58 51 46 42 38 c 100 X48 77 74 66 59 52 47 N X36 58 56 50 46 42 38 X36 55 54 44 58 52 47 110 wX48 72 72 6 q a� 9 45 42 38 a X48 68 68 63 57 51 47 120 X36 51 _ 51 48 _ 44 41 ., 38_ 0 130 X48 64 64... b2 56 50 46 0 X36 48 48 47 43 40 37 140 X48 61 61 60 55 50 46 X36 46 46 46 43 40 37 150 X48 58 58 58 56 51 47 X36 44 44 44 44 41 37 85 X48 72 72 68 60 52 47 X36 54 54 51 46 42 38 90 X48 68 68 67 60 52 47 X36 52 52 51 46 42 38 O c 100 X48 63 63 63 59 52 47 0 X36 48 48 48 46 42 38 X48 59 59 59 58 52 47 110 LL N X36 45 45 45 45 42 38 O Qj O n` X48 56 56 56 54 51 47 120 X36 _ 42 42� 42 42 41 3,._ 8 0 130 X48 53 53 52 50 49 46 0 X36 40 40 40 40 39 37 140 X48 50 50_ 49 47 46 45 X36 38 38 38 37 36 36 150 X48 48 47 46 44 43_ 42 X36 36 36 36 35 34 34 85 X48 62 62 62 _ 60 52 47 X36 47 47 47 46 42 38 90 X48 59 59 59 58 52 47 X36 45 45 45 45 42 38 c 100 X48 55 55 55 53 51 47 N X36 42 42 42 42 41 38 Cu N 110 X48 52 52 ; 51 49 48 46 X36 39 39 39 39 38 37 a X48 49 48 47 46 44 43 0 120 X36 37 37 37 36 35 35 X48 46 44 43 42 42 41 130 X36 35 34 34 33 33 32 140 X48 42 41 40 40 39 38 X36 33 32 32 31 31 30 X48 39 39 38 37 37 36 150 X36 _ 30 ._ 30 30. 29 29 28 _. moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5•Fairfax,VA 22030•Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 5 OF 28 CR 130620CA 10:19 Table 2:Maximum Uplift(lb.)-Wind Exposure B Condition Exposure Design Wind Rail Type Roof Snow Load(psf) B Speed,V m h 0 10 20 30 40 50 X48 -207 -183 -162 -143 -124 112" �5 X36 157 138 121 109 1C0 90 _ _I 90 X48 -227 -205 -181 -162 -140 -127 X36 -170 -156 -138 -124 -113 -102 A100 X48 11 -264 -254 -226 -202 -178 -161 OX48X36 -199 -192 -172 -158 -144 -130110 -303 303 -270 -244 219 198 ai X36 -232 -227 -206 -190 -177 -160 L 120 X48 -346 346 -320 -290 -259 239 5 X36 -259 -259 -244 -224 -208 -193 X48 -386 -386 -374 -338 -301 -277 0 130 _ _ X36 -289 289 -283 -259 -241 223 140 X48 -431 -431 -424 -388 -353 -325' X36 -325 -325 -325 -304 -282 -261 150 X48 -472 -472 -472 -456 -415 -383 X36 -358 358 358 -358 334 -301 85 X48 -312 -312 - -299 -264 -229 -207 X36 -237 -237 -224 -202 -185 -167 90 X48 -338 -338 -333 -298 _ -258 _ -234_ _I X36 -258 -258 -253 -229 -209 -189 c 100 X48 _-393 393 -393 -368 324 -293 N X36 -299 -299 -299 -287 -262 -237 (A110 X48 -449 449.,_ -449 -441 -396 -358 v X36 -343 -343 -343 343 -320 -289 0 120 X48 -511 -511 -511 -493 -465 -429 X36 -383 -383 -383 -383 -374 -347 0 130 X48 -570 570 -559 -538 -527 495 � X36 -430 -430 -430 -430 _420 -398 140 oX48 -627 627 -615 -590 -577 -565 X36 -477 -477 -477 -464 -452 -452 150 X48 -694 679 -665 -636 -622 -607 X36 -520 -520 -520 -506 _491 -491 85 X48 -414 -414 -414 -400 -347 -313 X36 -313 -313 -313 -307 -280 -253 90 X48 -444 -444 -444 -436 -391 -353 X36 -338 -338 -338 -338 -316 -286 44 N 100 X36 394 394 -394 394 385 _ 6. m 110 X36 -446 -446 -446 -446 -434 423 o X48 -669 -655 -642 -628 -601 587 120 _ _ X48 -740 -708 692 -676 -676 -660 0 130 _ _ 5 5 5 505 491 478 478 0 X36 -563 -547 -547 -531 -531 -515 140 X48 -787 768 -749 -749 -730 712 X36 -618 -599 -599 -581 -581 -562 150 X48 -841 841 -819 -797 -797 -776 X36 -647 -647 -647 -625 -625 -603 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 6 OF 28 UP.130620CA 10:19 Table 3:Maximum Downforce(lb.)-Wind Exposure B Condition Exposure Design Wind Roof Snow Load(psf) Rail Type B Speed,V (mph) 0 10 20 30 40 50 85 X48 202 266 341 410 464 517 X36 153 200 255 315 375 418 90 X48 212 274 34_6 410 464 517 X36 159 209 263 315 375 418 aj c 100 X48 230 292 364 417 464 517 N X36 173 221 275 325 375 418 N 110 X48 250 310 376 431 468 517 v X36 191 233 288 334 378 418 a` X48 273 321 396 447 480 517 0 120 X36 205 241 302 345 386 418 X48 295 331 417 464 493 525 130 X36 222 248 316 357 394 422 140 X48 321 345 433 483 517 547 X36 242 260 332 377 413 440 X48 254 290 380 455 494 528 150 _. X36 193 220 289 357 397 416 X48 165 245 341 410 464 517 85 _._ X36 125 186 255 315 375 418 X48 172 245 346 410 464 517 90 — -- _ - — X36 131 187 263 315 375 418 ;0t— c 100 X48 188 249 347 417 464 517 n O X36 143 190 264 325 375 418 A N 110 X48 205 254 346 431 468 517 _. Lj' In X36 156 194 264 334 378 418 0 v 0 a X48 225 265 352 424 480 517 w __ _. . a 120 X36 169 198 264 330 386 418 X48 245 274 350 415 483 525 130 X36 185 207 269 332 384 422 140 X48 263 283 354 412 475 535 _._ X36 200 215 274 325 372 428 150 X48 210 235 302 357 416 472 _. X36 158 180 236 284 329 382 85 X48 144 214 311 410 464 517 X36 109 162 235 315 375 418 90 X48 149 213 305 397 464 517 X36 114 162 232 308 375 418 ro c 100 X48 164 217 303 375 455 517 N X36 125 166 231 297 366 418 110 X48 180 224 299 364 432 506 X36 135 168 229 290 342 407 n` X48 197 227 295 361 414 473 G 120 X36 149 175 233 282 329 385 0 130 X48 212 228 289 348 414 468 0 X36 162 176 229 274 325 365 X48 221 232 289 351 403 452 140 X36 174 181 231 272 320 357 X48 171 195 249 300 358 405 150 X36 132 150 197 236 281 315. moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.mseglic.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 7 OF 28 CR 130620CA 10:19 Table 4:Maximum Shear(lb.)-Wind Exposure B Condition Exposure Design Wind Roof Snow Load(psf) ® Rail Type U Speed,V m h 0 10 20 30 40 50 X48 24 96 151 191 216 241 85 X36 18 2 113 147 175 195 90 X48 23 95 149 191 216 241 X36 18 72 113 147 175 195 i00 X48 21 92 146 188 216 241 0 X36 16 70 111 147 175 195 N 110 X48 20 90 142 185 216 241 CuX36 15 67 109 144 175 195 o- X48 19 85 140 182 212 241 0 120 _. _.. 5 X36 14 64 107 140 171 195 X48 18 80 138 179 208 236 0 130 _ _ _ _ 0 X36 13 60 104 137 166 190 140 X48 17 76 133 175 208 236 X36 13 57 102 137 166 190 150 X48 16 72 129 179 212 241 X36 12 55 98 140 171 190 RS X48 20 89 151 191 216 241 X36 15 67 113 147 175 195 _qn X48 19 85 149 191 216 241 _ N X36 14 65 113 147 175 195 ® a) 100 X48 18 79 140 188 216 241 0 X36 13 60 107 147 175 195 N 110 X_48 16 74 131 185 216 241 v X36 13 56 100 144 175 195 G0G 120 X48 16 70 124 172 212 241 5 X36 12 52 93 134 171 195 0 130 X48 15 66 115 159 204 236 X36 11 50 89 128 162 190 140 X48 14 62 109 150 191 231 X36 11 47 84 118 150 185 150 X48 13 59 102 140 179 215_ X36 10 45 80 112 141 174 85 X48 17 77 138 191 216 241 X36 13 59 104 147 175 195 90 X48 16 74 131 185 216 241_ X36 13 56 100 144 175 195 c 100 X48 15 69 122 169 212 241 X36 12 52 93 134 171 195 N110 X48 14 65 113 156 200 236 v X36 11 49 87 124 158 190 120 X48 14 60 104 147 183 221 .6 X36 10 46 82 115 146 180 0 130 X48 13 55 95 134 175 210 0 X36 10 42 75 105 137 164 140 X48 12 51 89 128 162 195 _. X36 9 40 71 99 129 154 150 X48 11 49 84 118 154 185„ X36 8 37 67 92 121 144 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 8 OF 28 CR 1306MCA 10:19 Table 5:Maximum Span Length(in.)-Wind Exposure C Condition Exposure Design Roof Snow Load(psf) C Wind Speed, Rail Type V(mph) 0 10 20 30 40 50 85 X48 77 74 66 59 52 47 X36 58 56 50 46 42 38 90 X48 74 72 65 58 52 47 X36 56 55 49 45 42 38 c 100 X48 68 _ 68 63 57 51 _ 47. o X36 52 52 48 44 41 38 N N 110 X48 64 64. 62 56 . 50 46 __. X36 48 48 47 43 40 37 a X48 60 60 60 54 49 46 a 120 X36 45 45 45 42 39 36 X48 57 57 57 53 48 45 130 X36 43 43 43 41 38 36 140 X48 54 54 53 51 47 44 _ . X36 41 41 41 41 38 35 150 X48 51 51_ 50 49 48 45 X36 39 39 39 39 38 36 85 X48 63 63 63 59 52 _ 47 X36 48 48 48 46 42 38 a 90 X48 60 60 60 58 52 47 N X36 46 46 46 45 42 38 O c 100 X48 S6 56 56 54 51 47 _. . N X36 42 42 42 42 41 38 LL N 110 X48 53 53 52 50 49 46 0 X36 40 40 40 40 39 37 0 L 120 X48 49 49 48 47 45 44 X36 37 37 37 37 36 35 X48 47 46 45 43 43 42 130 X36 35 35 35 34 34 33 140 X48 43 42_ 42 _ 41 40 _ 39 X36 33 33 32 32 31 31 150 X48 40 40 39 38 _ 38 37 X36 31 31 30 30 30 29 85 X48 55 55_ 55 53 51 47 X36 42 42 42 42 41 38 90 X48 53 53 52 50 49 47 X36 40 40 40 40 39 38 rn c 100 X48 49 49 47 46 45 44 _ _ . N X36 37 37 37 36 36 35 N 110 X48 45 44 43 42 42 41 v X36 35 34 34 33 33 32 a 120 X48 42 41 40 39 39 38 X36 32 32 31 31 30 30 X48 38 38 37 36 36 35 130 X36 30 29 29 28 28 28 140 X48 36 35 35 34 34 33 X36 27 27 27 26 26 26 "X48 33 33 32 32 31 31 150 X36 26 25 25 25 25 24 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030•Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 9 OF 28 CR130620C A10,19 Table 6:Maximum Uplift(lb.)-Wind Exposure C Condition Exposure Design Wind Roof Snow Load(psf) C Rail Type Speed,V (mph) 0 10 20 30 40 50 VAo ,�� „� 85 n�ro ......-GV/ -205 .... -180 .... -103.. X36 -201 -194 -173 -160 -146 -132 90 X48 -290 -282 -255 -227 -204 184 X36 -219 -216 -192 -176 -165 -149 c 100 X48 -336 -336 -312 -282 -252 233 0 X36 -257 -257 -237 -218 -203 -188 t N a, X48 -387 -387 -375 -338 -302 -278 v yiv X36 -290 -290 -284 -260 -242 224_ a X48 -436 -436 -436 -392 -356 -334 a 120 _ 5 X36 -327 -327 -327 -305 -283 -261 0 130 X48 -489 -489 -489 -455 -412 -386 Cr X36 369 -369 -369 352 -326 -309 140 X48 -541 -541 -531 -511 -471 -441' X36 -411 -411 -411 -411 -381 351 150 X48 -588 588 -577 -565 -554 519 X36 -450 -450 -450 -450 -438 -415 or X48 397 397 -397 -372 -327 -296' uJ X36 -302 -302 -302 -290 265 239"_� ° 9C X48 -426 -426 -426 -412 -369 -334 1 N ( I 0 w X36 -327 -327 -327 -320 -298 -270 ~ cl 100 X48 -497 -497„ -497 -479 -452 -417' A N X36 -373 -373 -373 -373 364 -337 Qj X48 -572 -572 -562 -540 -529 -497 110 O X36 432 432 _ -432 -432 421 400 0 v 120 X48 -633 -633 -620 -607 -581 -569 X36 -478 -478 -478 -478 -465 -452 0 130 X48 -715 -699 -684 -654 -654 -639 -01 X36 -532 -532 -532 -517 -517 502 140 X48 -762 -744 -744 -726 708 -691 X36 -584 -584 -567 -567 -549 -549 150 X48 -815 -815 -795 -774 -774 754 X36 -632 -632 -611 -611 -611 -591 85 X48 -521 521 -521 -502 -484 446 X36 -398 -398 -398 -398 -389 -360 90 X48 -566 566 -555 -534 523 -502 X36 -427 -427 -427 -427 -416 -405 c 100 X48 -650 -650 -624 -611 -597 584 N X36 491 -491 -491 -478 -478 -465 � 110 X48 -726 -710 -694 -678 -678 662 X36 -565 -549 -549 -532 -532 -516 �0 120 X48 -809 -789 -770 -751 -751 732 X36 -616 -616 -597 -597 -578 -578 0 130 X48 -861 -861 -839 -816 -816 -793 0 X36 -680 -657 -657 -635 -635 -635 140 X48 -949 -923 -923 -896 -896 -870 X36 -712 -712 -71.2 -685 -685 -685 150 X48 -1000 1000 -970 -970 -940 940 X36 -788 -758 -758 -758 -758 -728 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 10 OF 28 CRI30620CA 10:19 Table 7:Maximum Downforce(lb.)-Wind Exposure C Condition Exposure Design Roof Snow Load(psf) Wind Rai C l Lo Speed,V (mph) 10 20 30 40 50 85 X48 232 293 365 418 464 517 X36 174 222 276 326 375 418 90 X48 244 301 373 424 464 517 X36 185 230 281 329 375 418 a) 100 X48 268 317 392 444 477 517 _.. N X36 205 243 299 343 383 418 110 X48 295 331 417 464 493 525 v X36 222 248 316 357 394 422 a X48 323 345 439 479 511 552 __. 120 X36 242 259 329 373 407 432 X48 355 363 452 503 531 568 -. --— 130 X36 268 274 341 389 420 454 140 X48 385 385 456 519 552 585 _.. , _. _. X36 292 292 353 417 446 465 X48 301 313 385 454 519 557 150 _. X36 230 239 300 361 411 446 85 X48 189 250 348 418 464 517 -- X36 144 190 265 326 375 418 0 90 X48 198 251 345 424 _ 464 517 N X36 152 192 264 329 375 418 O c 100 X48 221 261 349 420 477 517„ _ _. __ �.. n 0 X36 165 196 261 327 383 418 °7 X48 245 274 350 415 483 525 . _ O 110 X36 185 207 269 332 384 422 0 120 X48 264 282 351 417 469 528 X36 199 213 271 328 376 420 0 130 X48 292 293 357 408 476 530 0 X36 218 223 278 323 376 416 140 X48 306 299 362 417 469 519 X36 235 235 276 326 364 412 150 X48 236 245 300 352 411 458 X36 183 190 231 278 325 359 85 X48 165 218 304 376 455 517 X36 126 167 232 298 366 418 90 X48 175 222 299 365 437 517 X36 132 167 230 292 348 418 c 100 X48 193 229 293 358 421 484 N X36 146 173 230 280 337 385 T 110 X48 208 228 289 348 414 468 X36 162 176 229 274 325 365 v a X48 226 236 292 346 407 456 -- _ a 120 X36 172 184 227 275 313 360 X48 236 242 294 342 398 442 130 X36 187 185 230 266 310 353 140 X48 256 249 301 346 399 439 X36 192 192 233 265 305 346 X48 195 202 246 296 335 384 150 X36 153 153 192 231 270 I'll297 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION June 20,2013•PAGE 11 OF 28 CR 1306 20CA 10:19 Table 8:Maximum Shear(lb.)-Wind Exposure C Condition Exposure Design Wind Rail Type Roof Snow Load(psf) Speed,V (mph) 0 10 20 30 40 50 85 n48 2i ,. 92 140 188 ,,. 216 241 X36 16 70 111 147 175 195 90 X48 21 90 144 185 216 241 X3 6 16 69 109 144 175 195 c 100 X48 19 85 140 182 212 241 0 X36 14 65 107 140 171 195 vl X48 18 80 1338 179 208 236 11V X36 13 60 104 137 166 190 o- X48 17 75 133 172 204 236 0 120 «_ X36 13 56 100 134 162 185 0 130 X48 16 71 126 169 200 231, 0 X36 12 54 95 131 158 185 140 X48 15 67 118 163 196 226 X36 11 51 91 131 158 180 150 X48 14 64 111 156 200 231 X36 11 49 87 124 158 185 85 Ix48 18 79 140 188 216 241 X36 13 60 107 147 175 195 ° X48 17 75 133 185 216 241 N I 90 X36 13 57 102 144 175 195 Q v X48 16 70 124 172 212 241 0 100 X36 12 52 93 134 171 195 110 X48 15 66 115 159 204 236 0 X36 11 50 89 128 162 190 OC 120 X48 14 61 107 150 187 226 X36 10 46 82 118 150 180 001 130 X48 13 57 100 137 179 215 i X3610 44 718 108 141 169 140 X48 12 52 93 131 166 200 X36 9 41 71 102 129 159 150 X48 11 50 87 121 158 190 X36 9 39 67 96 125 149 85 X48 15 69 122 169 212 241 X36 12 52 93 134 171 195 90 X48 15 66 115 159 204 241 X36 11 50 89 128 162 195 rn c 100 X48 14 61 104 147 187 226 N X36 10 46 82 115 150 180 110 X48 13 55 95 134 175 210 X36 10 42 75 105 137 164 v 120 X48 12 51 89 124 162 195 X36 9 40 69 99 125 154 0 130 X48 11 47 82 115 150 180 0 X36 8 36 64 89 116 144 140 X48 10 44 78 108 141 169 X36 8 34 60 83 108 133 150 X48 9 41 71 102 _ 129 159 X36 7 31 55 80 104 123 moment STRUCTURAL ENGINEERING GROUP,LLC. 10530 Warwick Ave,Suite C5 0 Fairfax,VA 22030 0 Phone:703-998-23500 Web:www.inseglic.com Spanish Tile Roof Hook-90' For Side Mount Roils Part # STRH90 20/Case n 7„ O 0 O N 0 0' #12-#14 Bolt Slot N 3, N i M a _.,- a 5mm 4-1/4" un_ a 1-1/4" 5830 Las Positas Road • Livermore, CA 94551 Phone: (800)-743-6916• Fax: (800)-689-7975 www.quickscrews.com 980 41st Street Tel: (510) 420-8190 Oakland, CA 94608 FAX: (510) 420-8186 e-mail: info@appmateng.com July 25, 2012 Mr. Rick Gentry Project Number 112448C _QUICKSCREWS_INTERNA_TIONAL 5830 Las Positas Road Livermore, CA 94551 Subject: Spanish Tile Roof Hook(Part#STRH90) Laboratory Load Testing Dear Mr. Gentry: As requested, Applied Materials & Engineering, Inc. (AME)has completed load-testing Spanish tile roof hook(see Appendix A, Figure 1). The purpose of our testing was to evaluate the tensile and compressive load capacity of the Spanish tile roof hook attached to a 2"x4" Douglas Fir rafter using #12 Quickscrew(5/16"Ox 3" L T17 302 SS). SAMPLE DESCRIPTION Mockup samples were delivered to our laboratory on July 6, 2012. Mockup configuration consisted of three 16" long rafters at 7"o.c., screwed to 1/2" OSB sheathing. The Spanish tile roof hook is attached through-the-O--OSB-intothe-rafter--with-two-fasteners. -- --- --- TEST PROCEDURES & RESULTS 1. Compressive Load Test A total of three tests were conducted for compressive load capacity on July 14, 2012 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a compressive load was applied to thehook. The-samples.were.loaded,in_compression at a.constant rate of axial deformation of 0.09 in. /min. without shock until the bracket was in contact with the OSB sheathing; maximum deflection at maximum load was recorded. Detailed results are provided in Table I. Test setup and typical bracket bending at maximum load are provided in Appendix A. Based on the above testing, the average maximum compression load of the Spanish tile roof hook attached to a 2"x4" Douglas Fir rafter using#12 Quickscrew was determined to be 230 lbf. 2. Tensile Load Test A total of three tests were conducted for tensile load capacity on July 14, 2012 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a tensile load was applied to the hook. The samples were loaded in tension at a constant rate of axial deformation of 0.09 in. /min. without shock until the bracket was bent and the bolt began to pull-out; maximum deflection at maximum load was recorded. Detailed results are provided in Table II. Page 1 of 8 G°J[°PUED LuIG°aTEMAW A ENG0MEEMN0, W. Mr. Rick Gentry Project Number 112448C: QUICKSCREWS INTERNATIONAL Spanish Tile Roof Hook July 25, 2012 Test setup and typical bracket bending at maximum load are provided in Appendix A. Based on the above testing;the average maximum tensile load of the Spanish tile hook attached to a 2"x4" Douglas Fir rafter using#12 QuickscTZvv Was determined to be 133E ibf. 3. Specific (Gravity of Wood The specific gravity and moisture content of the lumber (rafter) were tested in accordance with ASTM D2395, Method A (oven-dry) and was determined to be 0.457 and 12.9 %,respectively. If you have any questions regarding the above, please do not hesitate to call the undersigned. Respectfully Submitted, APP-LIED M_ATFRiAT,S Rr ENGINEERING, TNC. Reviewed Ry; hannne iyaz - Armen �y rian, Laboratory Manager Principal l f ES5/0 Tri,►'igj� w No.35535 m - - _- m EXP .91301i - of CAL�F� rv.4 Page 2 of 8 l°apPUEDD HAVERX2 A ENUMEEMNS, NC. TABLE I COMPRESSIVE LOAD TEST RESULTS SPANISH TILE ROOF HOOK(PART # STRH90) PROJECT NUMBER 112448C MAXIMUM MAXIMUM FAILURE SAMPLE ID COMPRESSIVE DEFLECTION MODE LOAD (lbf) (in.) FTC-1 175 1.5 Bent Hook FTC-2 248 1.5 Bent Hook FTC-3 268 2.0 Bent Hook AVERAGE 230 1.7 .. Page 3 of 8 APPLIED MATEG3 ALS A ENGONEEMNO, O�JC�o TABLE II TENSILE (UPLIFT) LOAD TEST RESULTS SPANISH TILE ROOF HOOK (PART#STRH90) PROJECT-NUMBER 112448C MAXIMUM MAXIMUM FAILURE SAMPLE ID TENSILE DEFLECTION MODE LOAD (lbf) (in.) FTT-1 1355 4.7 Bent Hook FTT-? 1432 5 2 Bent Hook ► H T T-'l i i 5 5f► A Q � �+u r►r - - .�� r.v � u tivvn AVERAGE 1336 4.9 .. Page 4 of 8 G°PPUED NIG°JTEG3 ALO A ENUMEEa N9, MC. SYSTEM SIGNAGE NOTES 3 17. THE CONCENTRATED LOAD FOR EACH VERTICAL SIGNAGE FORMAT: ALL LETTERS SHALL BE CAPITALIZED, TO BE INSTALLED AT THE DC DISCONNECT: I. FTHISSYSTEM SHALL COMPLY WITH ALL APPLICABLE SUPPORT IS LESS THAN 45 LBS 3/8" WHITE LETTERING ON RED BACKGROUND, ARIAL OR I. WARNING: ELECTRIC SHOCK HAZARD - DO NOT LUDING: THE 2013 CALIFORNIA BUILDING 18. PLUMBING AND MECHANICAL VENTS SHALL NOT BE SIMILAR FONT, NON-BOLD; REFLECTIVE, ON WEATHER- TOUCH TERMINALS - TERMINALS ON BOTH IFORNIA ELECTRIC CODE, CALIFORNIA COVERED RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (USE THE LINE AND THE LOAD SIDES MAY BE AL CODE, CALIFORNIA PLUMBING CODE, 19. AC DISCONNECT IS A "KNIFE BLADE" TYPE DISCONNECT UL-969 AS STANDARD FOR WEATHER RATING) WILL BE ENERGIZED IN THE OPEN POSITION CALIFORNIA BUILDING STANDARDS CODE, CALIFORNIA 20. THE WORKING CLEARANCES AROUND THE EXISTING USED; DURABLE ADHESIVE MATERIALS MEET THIS 2. SYSTEM RATINGS HEALTH AND SAFETY CODE, IEEE STANDARD 929, UL ELECTRICAL EQUIPMENT AS WELL AS THE NEW STANDARD 1741, 2013 RESIDENTIAL CODE, AND THE ELECTRICAL EQUIPMENT WILL BE MAINTAINED IN REQUIREMENT. IPMAX = (MAX POWER-POINT CURRENT) - 8.4 A MANUFACTURERS' LISTINGS AND INSTALLATION ACCORDANCE WITH NEC 110.26 VPMAX = (MAX POWER-POINT VOLTAGE) -32.1 V INSTRUCTIONS. 21. THE PHOTOVOLTAIC INVERTER WILL BE LISTED AS UL TO BE INSTALLED ADJACENT TO THE MAIN ELECTRICAL Voc = (MAX SYSTEM VOLTAGE) - 43.7 V 2. ALL WORK TO COMPLY WITH ARTICLE 1741 COMPLIANT SERVICE: Isc = (SHORT CIRCUIT CURRENT) - 11.1 A 3. UTILITY SHALL BE NOTIFIED BEFORE ACTIVATION OF PV 22. SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE 1. CAUTION: SOLAR ELECTRIC SYSTEM SYSTEM REQUIRED TO BE RETROFITTED ONTO THE EXISTING CONNECTED TO BE INSTALLED ON THE INVERTER NEAR THE GROUND 4. REMOVAL OF A UTILITY-INTERACTIVE INVERTER OR DWELLING AS PER THE 2013 CRC. THESE SMOKE 2. RATED AC OUTPUT CURRENT: 18 A FAULT INDICATOR: OTHER EQUIPMENT SHALL NOT DISCONNECT THE ALARMS ARE REQUIRED TO BE IN ALL BEDROOMS, NOMINAL OPERATING AC VOLTAGE: 240 V 1. WARNING: ELECTRIC SHOCK HAZARD - IF A BUILDING CONNECTION BETWEEN THE GROUNDING OUTSIDE EACH BEDROOM, AND AT LEAST ONE ON EACH 3. WARNING - PHOTOVOLTAIC CONNECTION. DO GROUND FAULT IS INDICATED, NORMALLY ELECTRODE CONDUCTOR AND THE PV SOURCE AND/OR FLOOR OF THE HOUSE. CARBON MONOXIDE ALARMS OUTPUT CIRCUIT GROUNDED CONDUCTOR ARE REQUIRED TO BE RETROFITTED OUTSIDE EACH NOT RELOCATE THIS OVERCURRENT DEVICE GROUNDED CONDUCTORS MAY BE UNGROUNDED 5. ALL PV SYSTEM COMPONENTS SHALL BE LISTED BY A BEDROOM AND AT LEAST ONE ON EACH FLOOR OF THE 4. DIRECTORY PLACARD WITH LOCATIONS OF AND ENERGIZED RECOGNIZED TESTING AGENCY HOUSE. THESE ALARMS MAY BE SOLELY BATTERY DISCONNECTS, LOCATIONS OF PANELS, AND ALL 6. WIRING MATERIALS SHALL COMPLY WITH MAXIMUM OPERATED IN THE PHOTOVOLTAIC PROJECT DOES NOT ELECTRICAL EQUIPMENT TO BE INSTALLED AT THE AC DISCONNECT: CONTINUOUS CURRENT OUTPUT AT 250 C; WIRE SHALL INVOLVE THE REMOVAL OF INTERIOR WALL AND CEILING 1. PV SOLAR - AC DISCONNECT BE WET RATED AT 900C FINISHES INSIDE THE HOME; OTHERWISE, THE ALARMS 2. WARNING: ELECTRIC SHOCK HAZARD - DO NOT 7. EXPOSED PHOTOVOLTAIC SYSTEM CONDUCTORS ON THE MUST BE HARD WIRED AND INTERCONNECTED. (CRC CAC /� UT I O TOUCH TERMINALS - TERMINALS ON BOTH ROOF WILL BE USE-2 OR PV TYPE WIRE R314 R315) UT THE LINE AND THE LOAD SIDES MAY BE 8• ALL EXTERIOR CONDUIT, FITTINGS, AND BOXES SH/LL G2 SMOKE A< CARBOLNI Ai_ R£�1S /�fE.REQUIRED POWER TO THIS BUILDING IS ALSO SUPPLIED BE RAIN-TIGHT AND APPROVED FOR USE IN WET PER CRC ECTi"ON " N 5 TERIFIED ENERGIZED IN THE OPEN POSITION ,:. FROM THE FOLLOWING SOURCES WITH LOCATIONS (NEC 314.15) v AND= IiJSP� E BY H I IN THE FIELD. DISCONNECTS LOCATED AS SHOWN a ;. 9. ALL METALLIC RACEWAYS AND EQUIPMENT SHALL SOLAR_-� TO BE INSTALLED AT THE SOLAR SUBPANEL: BONDED AND ELECTRICALLY CONTINUOUS (NEC ARRA V ONN PNOTO I. PV LOADS ONLY DO NOT ADD ADDITIONAL ROOF OF - 250.90, 250.96) LOADS 10. THE PHOTOVOLTAIC ARRAYS SHALL BE PRO fT C4 ` �f TZA Hp, - DC GROUND-FAULT PROTECTION / II. THE GROUNDING ELECTRODE CONDUCTOR WILL BE CONTINUOUS, EXCEPT FOR SPLICES OR JOINTS AT BUSBARS WITHIN LISTED EQUIPMENT (NEC v 12. ALL PV MODULES AND ASSOCIATED EQUIPMENT SHALL SERVICE POINT AND UTILITY METERING 4 BE PROTECTED FROM ANY PHYSICAL DAMAGE At° - VL`�D ALTERNATEPOWERSOURCEAC-- 13. ALL FIELD-INSTALLED JUNCTION, PULL, AND OUTLET DISCONNECT FOR UTILITY OPERATION BOXES LOCATED BEHIND MODULES SHALL BE DEDICATED SOLAR SUDPANEL --- ACCESSIBLE DIRECTLY OR BY DISPLACEMENT OF A D WAY MODULE SECURED BY REMOVABLE FASTENERS LAKEIELSNORE�CA92530 14. THE INVERTER IS EQUIPPED WITH GROUND FAULT PROTECTION D A GFI FUSE PORT FOR GROUND FAULT i INDICATION t 15. WHEN BA B EA ISC METHOD OF UTILITYSIGNAGE NOTES ;4 A !!! INTERCONNECTI - SNOT READ °LINE D LOAD" � i i TO BE INSTALLED EVERY 10 FEET ON ALL INTERIOR AND 16. THE INS AR SYSTEM H TRIB TED HOMEOWNER: SIEGEL,KENNETH EXTERIOR DC CONDUITS, RACEWAYS AND ENCLOSURES, AT WEIGHT OF LESS kAN4 PSF �V ' 33153 WINDWARD WAY LAKE ELSINORE,CA TURNS, ABOVE/BELOW PENETRATIONS, AT ALL DC ��� CONTRACTOR: REFERRAL DESIGN&CONSTRU I COMBINERS AND JBOXES: 18375 VENTURA BLVD.,#576 I. CAUTION: SOLAR CIRCUIT TARZANA,CA 91356 PH:888.858.3231 "�..� . LIC#937159 SCOPE OF WORK. INSTALLATION OF (20) SOLARWORLD 270 WATT SOLAR MODULES + (20) ENPHASE 215 WATT MICROINVERTERS DATE: 12/17/2013 (5.4 KW DC GRID-TIED SOLAR PHOTOVOLTAIC SYSTEM) CONSTRUCTION TYPE: V-B; OCCUPANCY TYPE: R-3 BY: JPH SHEET I OF 5 PLOT PLAN SCALE: 3/32" = 1'-0" a 0 ry Q - -- - 13 5'-0" --- - z_ 5'-6" PROPERTY LINE MIN. 3' 0 28'-2" EXISTING O DRIVEWAY 46'-0" RESIDENCE MIN. 3' - 56'-Y - MIN. 3' 5'-0" SOLAR SITE PLAN HOMEOWNER: SIEGEL, KENNETH v 33153 WINDWARD WAY LAKE ELSINORE,CA 92530 CONTRACTOR: REFERRAL DESIGN&CONSTR ION, IN 18375 VENTURA BLVD.,#576 TARZANA,CA 91356 PH:888.858.3231 LIC#937159 S DATE: 12/17/2013 BY: JPH SHEET 2 OF 5 ROOF MODULE LAYOUT + EQUIPMENT LOCATIONS SCALE: 1/8" _ 1'-0" EXISTING (20) PROPOSED SOLAR MODULES VENTS (TYP) INSTALLED FLUSH WITH EXISTING ROOF TILT OF 250 AND AZIMUTH OF 1270 MIN. 3' t= j TOTAL AREA OF ARRAY: 361 FT2 OVER 2ND STORY ° S-TILE ROOF 0 ENPHASE ENGAGE CABLE TO BE ATTACHED TO RAIL MIN. 3-1/2" ABOVE ROOF SURFACE EXISTING O CONDUIT TO BE RUN ON CONDUIT RESIDENCE BLOCKS MIN. I° ABOVE ROOF MIN. SURFACE AND UNDER EAVES; 3 CONDUIT TO BE PAINTED TO MATCH EXTERIOR 6 k T La r, R.C.E. 67656 P®®i Engineering, inc. EXISTING MAIN SERVICE PANEL PROPOSED AC DISCONNECT— PROPOSED SOLAR SUBPANEL— SOLAR ROOF PLAN HOMEOWNER: SIEGEL,KENNETH 33153 WINDWARD WA LAKE ELSINORE,CA 9z53o CONTRACTOR: REFERRAL DESIG C N, i8375 VENTURA BL 6 TARZANA,CA 91356 PH:888.858.3231 LIC#937159 5 DATE: 12/17/2013 SHEET 3 OF 5 BY: JPH PARTIAL FRAMING PLAN STRUCTURAL CALCULATIONS SCALE: 1/8" EVEREST - CROSSRAIL 48 RAIL ARRAY WEIGHT CALCULATIONS MODULE: SW 270 MONO ° MODULES IN ARRAY 20 TRUSSED RAFTERS MODULE WEIGHT - LBS. 46.7 ARE 2" X 4" TOTAL MODULE WEIGHT 934 @ 24" OC ° I I I I I I I I RACKING LBS./MODULE 6 I I I I ( I I I TOTAL RACKING WEIGHT - LBS. 120 ° 4 1 P p l I TOTAL ARRAY WEIGHT 1054 4 R I I I I I I MODULE AREA 18.05 1 1 1 1 1 1 1 1 $ $ $ $ $ $ 4 TOTAL ARRAY AREA 361 I I I I I I I I I I I I I I Les. / Sa.FT. 2.92 I I I NUMBER OF VERTICAL SUPPORTS 54 I I I I I I i I I 1 1 i LBS. PER SUPPORT 19.52 ROOF ATTACHMENTS @ I I MAX. 72" OC I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i t I I I I I I i t I I I I i I I I i t I I I i i I I I i t I I I for for to str tural ca . Lacher, k.C.E.676M P®�I Engineering, Inc. 5 TYPICAL ELEVATION DETAIL ATTACHMENT DETAIL STRUCTURAL DETAIL MODULE CLAMP WITH T-BOLT — MODULE . EVEREST CROSSRAIL 48 RAIL HOMEOWNER: SIEGEL, KENNETH 33153 WINDWARD WAY QUICKSCREWS STAINLESS — LAKE ELSINORE,CA9253o STEEL TILE HOOK CONTRACTOR: REFERRAL DESIGN&C 5" - (2) NEOPRENE BONDED �— � 18375 VENTURA BLVD.,#576 TILE TARZANA,CA 91356 SEALING WASHERS PH:888.858.3231 STRUCTURAL ATTACHMENTS (2) 1/4" X 3" LIC#937159 @ MAX 72" OC STAINLESS STEEL LAG BOLT DATE: 12/17/2013 MINIMUM 2" EMBEDMENT SHEET 4 OF 5 RAFTER BY: JPH 120/240V ELECTRICAL DIAGRAM UTILITY SERVICE EXISTING ZOOA MAIN METER O�0 200A SERVICE PANEL PROPOSED c� 200A MAIN BREAKER LOCKABLE BRANCH CIRCUIT I: 16 PROPOSED SOLAR MODULES PAIRED WITH 16 MICROINVERTERS DEDICATED 240V _ SOLAR 100A LOCKABLE ----------- ----------- --- --- ----------- SUBPANEL VISIBLE-BLADE AC DISCONNECT I 30A JBOX 20 ------------ ---- - ----------- ----------- --- I I [2] ! ! ! !BRANCH CIRCUIT 2: 4 PROPOSED SOLAR MODULES PAIRED WITH 4 MICROINVERTERS I __ __� N ! IRREVERSIBLE CRIMP rR COPTG RANSITIONED `- ----------- ----------- --- --- ----------- ----------_i HWNREVERSIBLE; THO BE [3] 3/4" EMT CONDUIT NUOUR CEC - - -9 I I JBO !! ! (3) #8 AWG THWN-2 WIRE EXISTING �__ _ �� ! (1) #8 AWG THWN-2 EGC _ SYSTEM 250.64 C -- - (1) #8 AWG THWN-2 GEC GROUNDING ----- ---------- ---- - ----------- ----------------- --- ---J ELECTRODE NOTE: MODULES AND ENPHASE #8 BARE COPPER GEC [I] WIRES IN FREE AIR [2] 3/4" EMT CONDUIT MICROINVERTERS ARE BONDED (3) #12 AWG THWN-2 WIRE & (6) #10 AWG THWN-2 WIRE TO RAIL USING WEEB WASHERS (1) #12 AWG THWN-2 EGC (2) #10 AWG THWN-2 EGC IN UV RATED SHEATHING (1) #8 AWG THWN-2 GEC ELECTRICAL CALCULATIONS SOLAR MODULE ELECTRICAL SPECS SW 270 MONO INVERTER ELECTRICAL SPECS ENPHASE M215-60-2LL-S2X-NA MAXIMUM POWER (PMAX) 270 W MAXIMUM INPUT DC VOLTAGE 45 V OPEN-CIRCUIT VOLTAGE (VOC) 38.3 V MAXIMUM INPUT SHORT-CIRCUIT CURRENT 15 A SHORT CIRCUIT CURRENT (ISC) 8.9 A MINIMUM INPUT/START VOLTAGE 22/45 V MAX. POWER-POINT VOLTAGE (VMP) 32.1 V MAXIMUM OUTPUT POWER 215 W MAX POWER-POINT CURRENT (IMP) 8.42 A MAXIMUM CONIINUOUS OUTPUT CURRENT 0.9 A SERIES FUSE RATING 15 A MAXIMUM EFFICIENCY 96.3 % TOTAL NUMBER OF MODULES 20 NUMBER OF INVERTERS IN BRANCH CIRCUIT #1 16 WIRE SIZE CALCULATIONS NUMBER OF INVERTERS IN BRANCH CIRCUIT #2 4 NUMBER OF BRANCH CIRCUITS 2 WIRE SECTION (REFER TO LINE DIAGRAM) [1] [21 131 MIN. AMPACITY REQUIRED (MAX CURRENT X 18.0 A 18.0 A 22.5 A VALUES AT DC DISCONNECT (ENPHASE M215-60-2LL-S2X-NA INVERTER) 1.25) rT i MAXIMUM POWER-POINT VOLTAGE 32.1 X 1 32.1 V CONDUIT TYPE & SIZE FREE AIR 3/4" EMT 3/4" EMT MAXIMUM POWER-POINT CURRENT 8.42 X 1 8.4 A WIRE SIZE 12 AWG 10 AWG 10 AWG MAXIMUM VOLTAGE 1.14 x 38.3 x 1 43.7 V WIRE TYPE THWN-2 THWN-2 THWN-2 MAXIMUM CURRENT 8.9 X 1.25 11.1 A WIRE AMPACITY AT 30" C 30 A 40 A 40 A ELECTRICAL DIAGRAM & C,4 TEMP CORRECTION FACTOR PER CEC TABLES AC VALUES AT INVERTER 310.16/310.15(B)(2)(c) : 390AMBIENT HIGH 0.71 0.58 0.91 NOMINAL VOLTAGE/OPERATING RANGE 240/211-264 V TEMP, PLUS 220 ROOFTOP TEMP ADDER HOMEOWNER: SIEGEL, KENNETH �® UTILITY VOLTAGE 120/240 V MULTIPLE CONDUCTOR ADJUSTMENT FACTOR 1 0.8 1 33153 WINDWARD WAY MAXIMUM EFFICIENCY 96.3 % (PER CEC TABLE 310.15(B)(2)(A)) LAKE ELSINORE,CA 92530 AC SOURCE CIRCUIT CURRENT (MAX BRANCH WIRE AMPACIT`( AFTER APPLYING 2I.3 A I8.6 A 36.4 A CONTRACTOR: REFERRAL DESIGN& RUCTION, CIRCUIT CURRENT) 0.9 X 16 14.4 A CORRECTION FACTORS 18375 VENTURA BLVD.,#576 - MINIMUM INVERTER BRANCH CIRCUIT AC OCPD RATING TARZANA,CA 91356 (SUBPANEL BREAKER); 0.9 X 16 X 1.25= 18 20 A (18A<21.3A) (18A<18.6A) (22.5A<36.4A) PH:888.858.3231 MINIMUM INVERTER BRANCH CIRCUIT AC OCPD RATING LIC#937159 (SUBPANEL. BREAKER); 0.9 x 4 x 1.25= 4.5 15 A DATE: 12/17/2013 MINIMUM COMBINED BRANCH CIRCUIT AC OCPD RATING (MSP BREAKER); 0.9 x 20 x 1.25= 22.5 30 A BY: JPH SHEET 5 OF 5