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BSOL2016-006778-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Twit 4 lwQ" COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BSOL2016-0067 Property Address: 79080 CALLE BRISA APN: 602130017 Application Description: BERTSCH/9.12 kW PV SYSTEM - (32) 285W PANELS/(32) MICROINV Property Zoning: �m OContractor:MOSHE I YACOBY ELECTRICAL CER?�T R6301 ELLENVIEW AVE WEST HILLS, CA 91307 n (818)535-4477 m Llc. No.: 465649 � WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of t4k.york for which this permit :s issued. I have and will maintain workers' compensation insurance, as required by Sect n 0 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:. Policy Number: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of he Labor Code, I shall forthwith comply wit those provisions. Date: '/-II d Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit wcrk is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each. agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to er upon the above -men t one d rolperty for inspection purposes. Date: ( I Signature (Applicant or Agent): FINANCIAL .• DESCRIPTION ACCOUNT /. QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $2.06 $0.00 PAID BY METHOD RECEIPT'# CHECK # CLTD BY Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $2.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PV SYSTEM - ARRAY, FIRST 20 101-0000-42403 0 $24.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PV SYSTEM - ARRAY, FIRST 20 PC 101-0000-42600 0 $24.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PV SYSTEM - MISC EQUIPMENT 101=0000-42403 0 $24.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PV SYSTEM - MISC EQUIPMENT PC 101-0000-42600 0 $24.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for ELECTRICAL: $96.68 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PERMIT ISSUANCE 101-0000-42404 0 $91.85• $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for PERMIT ISSUANCE: .$91.85 $0.00 TOTALS:•0 •• Description: BERTSCH/9.12 kW PV SYSTEM - (32) 285W PANELS/(32) MICROINV Type: SOLAR Subtype: Status: APPROVED Applied: 3/8/2016 RSE " Approved: 4/11/2016 JFU Parcel No: 602130017 Site Address: 79080 CALLE BRISA LA QUINTA,CA 92253 Subdivision: TR 28640 Block: Lot: 15 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $36,480.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 3/17/2016 Details: 9.12 kW SOLAR ARRAY - (32) 285W SOLAR WORLD SW 285 MONO W/ (32) ENPHASE M250-60-2LL-S22 MICROINVERTERS + 60A LOAD CENTER [576SF] 2013 CALIFORNIA ELECTRICAL CODE. Printed: Thursday, April 14, 2016 11:52:57 AM 1 of 3 " , SYSTr:MS ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE ` NOTES PLAN CHECK PICKED UP STEPHANIE KHATAMI 3/17/2016 3/17/2016 ERICA PEREZ . PLAN CHECK SUBMITTAL RAMSES SEVILLA 3/8/2016 3/8/2016 RECEIVED PLAN CHECK SUBMITTAL RAMSES SEVILLA 3/31/2016 4/11/2016 ' RECEIVED NOTIFIED ERICA PEREZ THAT PLAN REVIEW WAS COMPLETE, REVISIONS WERE REQUIRED, AND PLANS WERE READY TO BE TELEPHONE CALL JAKE FUSON 3/16/2016 3/16/2016 PICKED UP. LEFT MESSAGES AT BOTH (818-447-0262) AND (818-447-6262) AS APPLICANTS WRITING WAS NOT EASILY LEGIBLE. TELEPHONE CALL JAKE FUSON 4/11/2016 .4/11/2016 NOTIFIED DONNA AT (888) 577-6527 THAT PLANS WERE APPROVED AND PERMIT WAS READY TO ISSUE. CONDITIONS Printed: Thursday, April 14, 2016 11:52:57 AM 1 of 3 " , SYSTr:MS INSPECTIONct Printed: Thursday, April 14, 2016 11:52:57 AM 2 of 3 SYSTEMS FINANCIAL CONTACTS DESCRIPTION ACCOUNT QTY AMOUNT' PAID PAID DATE. RECEIPT # CHECK # METHOD PAID BY CLTD NAME TYPE" NAME ADDRESSI• CITY STATE ZIP PHONE FAX EMAIL APPLICANT MOSHE YACOBY ELECTRICAL CONTRACTOR 6301 ELLENVIEW AVE WEST HILLS CA 91307 101-0000-42403 0 $24.17 CONTRACTOR MOSHE YACOBY ELECTRICAL CONTRACTOR 6301 ELLENVIEW AVE WEST HILLS CA 91307 FIRST 20 OWNER JOHN BERTSCH 644 CASCADE HILLS HOLLOW GRAND RAPIDS MI 92253 INSPECTIONct Printed: Thursday, April 14, 2016 11:52:57 AM 2 of 3 SYSTEMS FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT' PAID PAID DATE. RECEIPT # CHECK # METHOD PAID BY CLTD BY BSAS SB1473 FEE 101-0000-20306 0 $2.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $2.00 $0.00 BSA: PV SYSTEM - ARRAY, 101-0000-42403 0 $24.17 $0.00 FIRST 20 PV SYSTEM - ARRAY, 101-0000-42600 0 $24.17 $0.00 FIRST 20 PC PV SYSTEM - MISC 101-0000-42403 0 $24.17 $0.00 EQUIPMENT PV SYSTEM - MISC 101-0000-42600 0 $24.17 $0.00 EQUIPMENT PC Total Paid for ELECTRICAL: $96.68 $0.00 PERMIT ISSUANCE 1 101-0000-42404 1 0 $91.85 $0.00 Total Paid for PERMIT ISSUANCE: $91.85 $0.00 TOTALS:•0 00 INSPECTIONct Printed: Thursday, April 14, 2016 11:52:57 AM 2 of 3 SYSTEMS Printed: Thursday, April 14, 2016 11:52:57 AM 3 of 3 UEY SYSTEMS BOND INronIVIATION Attachment Type CREATED ATTACHMENTS OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED BSOL2016-0067 - IST DOC 3/16/2016 JAKE FUSON 1ST REVIEW REVIEW CORRECTION 1 CORRECTION LIST LIST.pdf BSOL2016-0067 -1ST 'DOC 3/16/2016 JAKE FUSON 1ST REVIEW REDLINED REVIEW REDLINED 1 PLANS PLANS.pdf 2ND SUBMITTAL 2ND SUBMITTAL DOC 3/31/2016 STEPHANIE KHATAMI CORRECTION LIST AND CORRECTION LIST AND 0 COMMENTS 3-31-16 COMMENTS 3-31-16.pdf, Printed: Thursday, April 14, 2016 11:52:57 AM 3 of 3 UEY SYSTEMS Bin # City of .La Quinta Building &r Safety Division Permit # 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: :. ow CAI , 'Z--A Owner's Name: e tµ A. P. Number: Address: Legal Description: City, ST, Zip: Contractor: < h'I US � E df-eo i2 '� lC�t1- lir L 'Telephone: e o e. P Address: '_ZW �T Project Description:-4 SAAV— 1-wf ' H LVW City, ST, Zip �( '(' N 1 �I� t C4'— I T— Telephone:(`���•• 9 t�� 1 .. :. ::.::.:.::. State Lic. # : �s l(�_ City Lic. . IZ bro 32) 1. W S'Iftz61 1 Arch., Engr., Designer: Address: City, ST, Zip: Telephone:- -_ '. Construction ucti e: aneY• on TYP 5()Jore Occupancy: State to Lic. # Add'nAlter Repair Demo type (circle one)• Name of Contact Person: Z S q. I t .: # Stories: # Units: Telephone # of Contact Person: g' yj Estimated Value of Project: (� APPLICANT: DO NOT WRITE BELOW THIS LINE H Submittal Rcq'd Rcc'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs, Called Contact Person Plan Check-Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2nd Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant.Decd Plans picked ua 11.10:A. Approval Plans resubmitted Grading IN I10USE:- 'rd Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Aper Date of permit issue School Fees, Total Permit Fees S Sunmodu'lle;-,**"Plus SW 285 MONO TUV Power controlled: TOVRhelnlend Lowest measuring tolerance in industry t 000000," I' Every component is tested to meet 3 times IEC requirements J FDesigned to withstand heavy accumulations of snow and ice J OSunmodule Plus: Positive performance tolerance 25 -year linear performance warranty �f and 10 -year product warranty J Glass with anti -reflective coating 91 World-class quality Fully -automated production lines and seamless monitoring of the process and mate- • `"' M.M.41CG mile AVEPwW&c""'4 [„„,. 7J P.E DDb ft-P-U- rial ensurethe qualitythat the company sets as its benchmark for its sites worldwide. ,,,,,..•®®® PDI..r G.ntr.11b SolarWorld Plus -Sorting Plus -Sorting guarantees highest system efficiency. SolarWorld only delivers modules 'H c us that have greater than or equal to the nameplate rated power. UL 1703 25 -year linear performance guarantee and extension of product warranty to 10 years SolarWorld guarantees a maximum performance digression of 0.7% p.a. in the course DVE G� • 1 E. I lilll of 25 years, a significant added value compared to the two-phase warranties com- mon in the industry. In addition, SolarWorld is offering a product warranty, which hasLu been extended to 10 years' Honrolnnovatloa In accordance with the applicable SolarWorld Limited Warranty at purchase. NG.E GREEN CERTIFIED. www.solarworld.com/warranty sola rworld.com MADE IN USA OF US AND IMPORTED PARTS Sunmodule;,,/Plus SW 285 MONO PERFORMANCE UNDER STANDARD TEST CONDITIONS (STC)' 46`C Maximum power Pm„ 285 Wp Open circuit voltage Von 39.7 V Maximum power point voltage Vmpp 31.3 V Short circuit current Iso 9.84 A Maximum power point current Impp 9.20 A Module efficiency rIm 17.0% 'STC: 1000 W/m', 25•C, AM 1.5 1) measuring tolerance (P „) traceable to TUV Rheinland: +/- 2% (TU V Power Controlled). THERMAL CHARACTERISTICS 4 NOCT 46`C TC lso 0.04 %/"C TCvor -0.30 %/°C TC P -PP -0.41 %/"C Operating temperature -40'C to 85"C 1. 65.94 1.22 Module voltage (VI V. 11.33 (288) i Version 2.5 frame bottom mounting holes -L- x4 4.20 (107)t All units provided are imperial. SI units provided in parentheses. SolarWorld AG reserves the right to make specification changes without notice. PERFORMANCE AT 800 W/m', NOCT, AM 1.5 Maximum power Pm„ 213.1 Wp Open circuit voltage V. 36.4 V Maximum power point voltage V -PP 28.7 V Short circuit current Ix 7.96 A Maximum power point current Impp 7.43 A Minor reduction in efficiency under partial load conditions at 25•C: at 200 W/m�,100% (+/-2%) of the STC efficiency (1000 W/mp) is achieved. COMPONENT MATERIALS Cells per module 60 Cell type Mono crystalline Cell dimensions 6.17 in x 6.17 in (156.75 x 156.75 mm) Front Tempered glass (EN 12150) Frame Clear anodized aluminum Weight 39.5 lbs (17.9 kg) SYSTEM INTEGRATION PARAMETERS Maximum system voltage SC H/NEC 1000 V Maximum reverse current 25A Number of bypass diodes 3 Design Loads' Two rail system 113 psf downward 64 psf upward Design Loads' Three rail system 170 psfdownward psf upward Design Loads' Edge mounting 30 psf downward 30 psf upward Please refer to the Sunmodule installation instructions for the details associated with these load cases. ADDITIONAL DATA Powersorting' -0 Wp /+5 Wp J -Box IP65 Module leads PV wire per UL4703 with H4 connectors Module type (UL 1703) 1 Glass Low iron tempered with ARC VERSION 2.5 FRAME • Compatible with both 'Top -Down" and "Bottom" mounting methods • ♦Grounding Locations: 4 corners of the frame 4 locations along the length of the module in the extended flanget SW-01-6007US 12-2014 Enphase® Microinverters E.nphase@M250 The Enphase® M250 Microinverter delivers increased energy harvest and reduces design and installation complexity with its all -AC approach. With the M250, the DC circuit is isolated and insulated from ground, so no Ground Electrode Conductor (GEC) is required for the microinverter. This further simplifies installation, enhances safety, and saves on labor and materials costs. The Enphase M250 integrates seamlessly with the Engage® Cable, the Envoy® Communications Gateway", and Enlighten®, Enphase's monitoring and analysis software. PRODUCTIVE - Optimized for higher -power modules - Maximizes energy production - Minimizes impact of shading, dust, and debris Iel enphasw E N E R G Y SIMPLE - No GEC needed for microinverter - No DC design or string calculation required - Easy installation with Engage Cable RELIABLE - 4th -generation product - More than 1 million hours of testing and millions of units shipped - Industry-leading warranty, up to 25 years s0® C us Enphase® M250 Microinverter // DATA INPUT DATA (DC) M250-60-2LL-S22, M250-60-2LL-S25 Recommended input power (STC) 210 - 310 W Maximum input DC voltage 48V Peak power tracking voltage 27 V - 39 V Operating range 16 V - 48 V Min/Max start voltage 22 V / 48 V Max DC short circuit current 15 A OUTPUT DATA (AC) @208 VAC @240 VAC Peak output power 250 W 250 W Rated (continuous) output power 240 W 240 W I Nominal output current — ��— 1.15 A (A rms at nominal duration) 1.0 A (A rms at nominal duration) Nominal voltage/range 208 V / 183-229 V 240 V / 211-264 V Nominal frequency/range 60.0 / 57-61 Hz 60.0 / 57-61 Hz Extended frequency range* 57-62.5 Hz 57-62.5 Hz Power factor >0.95 >0.95 Maximum units per 20 A branch circuit 24 (three phase) 16 (single phase) Maximum output fault current r 850 mA�rms for 6 cycles 850 mA rms for 6 cycles EFFICIENCY CEC weighted efficiency 96.5% Peak inverter efficiency 96.5% Static MPPT efficiency (weighted, reference EN50530) 99.4% Night time power consumption 65 mW max MECHANICAL DATA Ambient temperature range -40°C to +65°C Dimensions (WxHxD) 171 mm x 173 mm x 30 mm (without mounting bracket) Weight 1.6 kg (3.4 lbs) Cooling Natural convection - No fans Enclosure environmental rating Outdoor - NEMA 6 Connector type M250 -60 -21 -L -S22: MC4 M250 -60 -21 -L -S25: Amphenol H4 FEATURES Compatibility Compatible with 60 -cell PV modules Communication Power line Integrated ground The DC circuit meets the requirements for ungrounded PV arrays in NEC 690.35. Equipment ground is provided in the Engage Cable. No additional GEC or ground is required. Ground fault protection (GFP) is integrated into the microinverter. Monitoring Enlighten Manager and MyEnlighten monitoring options Compliance UL1741/IEEE1547, FCC Part 15 Class B, CAN/CSA-C22.2 NO. 0-M91, 0.4-04, and 107.1-01 ' Frequency ranges can be extended beyond nominal if required by the utility To learn more about Enphase Microinverter technology, visit enphase.com dei enphaseo E N E R G Y © 2015 Enphase Energy. All rights reserved. AU trademarks or brands in this document are registered by their respective owner. MKT -00070 Rev 1.0 -Product Data.Sheet DU222RB Safety Switch , 60A, Non -Fusible, 2 -Pole Technical Characteristics a ,BdbARE D bySchnelder Electric List Price $353.00 USD Availability Stock Item: This item is normally stocked in our distribution facility. Number of Poles 2 -Pole Terminal Type Lugs Type of Duty General Duty Maximum Voltage Rating 240VAC Wire Size #10 to #2 AWG(AI) - #14 to #2 AWG(Cu) Action Single Throw Ampere Rating 60A Approvals UL Listed File Number E2875 Enclosure Rating NEMA 3R Enclosure Type Rainproof and Sleet/Ice proof (Indoor/Outdoor) Factory Installed Neutral No Disconnect Type - Non -Fusible Mounting Type Surface Shipping and Ordering Category 00106 - Safety Switch, General Duty, 30 - 200 Amp, NEMA3R Discount Schedule DE1A GTIN 00785901491491 Package Quantity 11 - -Weight Weight 4.7 lbs. Availability Code Stock Item: This item is normally stocked in our distribution facility. Returnability Y Country of Origin MX As standards, specifications, and designs change from time to time, please ask for confirmation of th❑ Generated: 06/30/2010 15:41:24 @2010 Schneider Electric. All rights reserved. Schneider VIElectric Product data sheet Characteristics HOM20L125RB LD CTR HOM MLO 240V 125A IPH 2OSP NEMA3R Product availability: Stock - Normally stocked in distribution facility Price*: 383.00 USD Main Commercial Status Commercialised Product or component Load Center _ T type mom Range of product Homeline a _ Load center type Convertible Mains (lugs) m [In) rated current 125 A -- Number of spaces 20 Short-circuit current 10 kA d Number of circuits 20 L 51 Number of tandem 0 s circuit breakers IId Network number of 1 phase n phases ° - V � (Ue] rated operational 120/240 V AC tt C g voltage " H =8 U � N Complementary o t AWG gauge 6...2/0 AWG copper 8 6...2/0 AWG aluminium �t m o NEMA degree of protection NEMA 311 outdoor a 3 0 N N N Cover type Surface cover Eo s Device composition Grounding bar (ordered separately) a a 0 Electrical connection Lugs E a�w b 0 Wiring configuration 3 -wire a"H 0 0 0 Material Tin plated aluminium busbar o a q o Enclosure material Welded galvannealed steel U _ID y ��- Cover finish Gray baked enamel e = f gam Product certifications UL listed file E-6294 0a � o N a 3 N .E C d V = Y d - N d E 0t Ordering and shipping details V N d N Category 00145 - HOM LC&CVR,12-42CKT NEMA3R " 5 E .� �8� Discount Schedule DE3C a 8 0 H - m a GTI N 00785901061267 d 2 = v$ --o Nbr. of units in pkg. 1 ° c x n 0 Package weight(Lbs) 23.62 0 Product availability Stock - Normally stocked in distribution facility od i'_ Returnability Y og Q y a" mos Country of origin US s` a Ey�°vi v-8 W C O Contractual warranty = E- Period Lifetime � u y , O = W W C � C N tt� c0y� L L N d ~ ~ - Z May 28, 2014 SCh�Re1dEY L —J Molded Nonmetallic Junction Boxes 6P Rated It's another first from Carlon® - the first nonmetallic junction boxes UL Listed with a NEMA 6P rating per Section 314.29, Exception of the National Electrical Code. Manufactured from PVC or PPO thermoplastic molding compound and featuring foam -in-place gasketed lids attached with stainless steel screws, these rugged enclosures offer all the corrosion resistance and physical properties you need for direct burial applications. Type 6P enclosures are intended for indoor or outdoor use, primarily to provide a degree of protection against contact with enclosed equipment, falling dirt, hose - directed water, entry of water during prolonged submersion at a limited depth, and external ice formation. 0 0 0 0 0 H o B o 0 0 0 0 0 A® @ Except where noted Min AT by t E4�8 • All Carlon Junction Boxes are UL Listed and maintain a minimum of a NEMA Type 4/4x Rating. • Parts numbers with an asterisk (*) are UL Listed and maintain a NEMA Type 6P Rating and Type 4/4X Rating. Part No. Size inStd. Inches H x W x D Ctn. Qty. Min AT Min. AB Min. B Min. C Ta I Tc Typical Material Thermo- PVC plastic Std. CO. Wt. (Lbs.) E989NNJ-CAR" 4 x 4 x 2 5 311/16 35/8 N/A 2 .160 .155 X 3 E987N-CAR* 4 x 4 x 4 5 311/16 31/2 N/A 4 .160 .155 X 4 tE989NNR-CAR* 4 x 4 x 6 4 311/16 33/8 N/A 6 .160 .200 X 5 E989PPJ-CAR* 5 x 5 x 2 4 411/16 41/2 N/A 2 .110 .150 X 3 E987R-CAR* 6 x 6 x 4 2 6 55/8 N/A 4 .190 .190 X 3 E989RRR-UPC* 6 x 6 x 6 8 55/8 53/8 N/A 6 .160 .150 X 14 E989N-CAR 8 x 8 x 4 1 8 8 N/A 4 .185 .190 X 2 E989SSX-UPC 8 x 8 x 7 2 721132 75/16 N/A 7 .160 .150 X 6 E989U U N 12 x 12 x 4 3 j 11518 111/2 111/8 1 4 .160 .150 X 12 E989R-UPC 12 x 12 x 6 2 1115/16 117/8 117/16 1 6 .265 .185 X 10 180 www.carIon.com Corrosion Resistance of Carlon Schedule 40 and Schedule 80 PVC Conduit and Fittings Carlon Schedule 40 and Schedule 80 are generally acceptable for use in environments containing the chemicals below. These environmental resistance ratings are based upon tests where the specimens were placed in complete submergence in the reagent listed. Schedule 40 and Schedule 80 can be used in many process areas where chemicals not on this list are manufactured or used because worker safety requirements dictate that any air presence or splashing be at a very low level. if there are any questions for specific suitability in a given environment, prototype samples should be tested under actual conditions. Acetic Acid 0-20% Butyl Alcohol Fluorine Gas—Wet Mercurous Nitrate Sodium Arsenite Acetic Acid 20-30% Butyl Phenol Fluorine Gas — Dry Mercury Sodium Benzoate AceticAdd 30-60% Butylene FluoroboricAcid Methyl Sulfate Sodium Bicarbonate Acetic Acid 80% Butyric Acid Fluorosilicic Acid Methylene Chloride Sodium Bisulfate Acetic Acid — Glacial Calcium Bisulfite Formaldehyde Mineral Oils Sodium Bisulfite Acetic Acid Vapors Calcium Carbonate Formic Acid Naphthalene Sodium Bromide Acetylene Calcium Chlorate Fructose Nickel Chloride Sodium Chlorate Adipic Add Calcium Chloride Gallic Add Nickel Nitrate Sodium Chloride Alum Calcium Hydroxide Gas— Coke Oven Nitric Acid, Anydrous Sodium Cyanide Aluminum Chloride Calcium Hypochlorite Gas— Natural (Dry) Nitric Acid 20% Sodium Dichromate Aluminum Fluoride Calcium Nitrate Gas— Natural (Wet) NitricAdd 40% Sodium Ferricyanide Aluminum Hydroxide Calcium Sulfate Gasoline — Sour NitricAcid 60% Sodium Ferrocyanide Aluminum Oxychloride Carbonic Acid Gasoline — Refined Nitrobenzene Sodium Fluoride Aluminum Nitrate Carbon Dioxide Gas— Wet Glucose Nitrous Oxide Sodium Hydroxide Aluminum Sulfate Carbon Dioxide—Aqueous Glycerine (Glycerol) Oils and Fats Sodium Hypochlorite Ammonia -Dry Gas Solution Glycol Oils — Petroleum — (See Type) Sodium Nitrate Ammonium Bitluoride Carbon Monoxide GlycolicAcid OleicAcid Sodium Nitrite Ammonium Carbonate Caustic Potash Green Liquor (Paper Industry) Oxalic Acid Sodium Sulfate Ammonium Chloride Caustic Soda Heptane PalmiticAcid 10% Sodium Sulfide Ammonium Hydroxide 28% Chloracatic Acid Hexanol, Tertiary PerchloricAdd 10% Sodium Sulfite Ammonium Metaphosphate Chloral Hydrate Hydrobromic Acid 20% Phenylhydrazine Hydrochloride Sodium Thiosulfate (Hypo) Ammonium Nitrate Chlorine Gas (Dry) Hydrochloric Add 0% - 25% Phosgene, Gas Stannic Chloride Ammonium Persulfate Chlorine Gas (Moist) Hydrochloric Add 25%- 40% Phosphoric Acid — 0.25% Stannous Chloride Ammonium Phosphate — Neutral Chlorine Water Hydrocyanic Acid or Phosphoric Acid — 25-50% Stearic Add Ammonium Sulfate ChlorosulfonicAcid Hydrogen Cyanide Phosphoric Acid — 50-85% Sulfur Ammonium Sulfide Chrome Alum Hydrofluoric Acid 10% Photographic Chemicals Sulfur Dioxide — Gas Dry Ammonium Thiocyanate Chromic Acid 10% Hydrofluorosilicic Acid Plating Solutions Sulfur Trioxide Amyl Alcohol Chromic Acid 30% Hydrogen Phosphide Potassium Bicarbonate Sulfuric Add -0-10% Anthraquinone Chromic Acid 40% Hydrogen Sulfide — Dry Potassium Bichromate Sulfuric Add—10-75% AnthraquinonesuHonicAcid Chromic Acid 50% Hydrogen Sulfide— Potassium Borate Sulfuric Add -75-90% Antimony Trichloride Citric Acid Aqueous Solution Potassium Bromide Sulfurous Acid Aqua Regia Copper Chloride Hydroquinone Potassium Carbonate Tannic Acid Arsenic Acid 80% Copper Cyanide Hydroxylamine Sulfate Potassium Chloride Tanning Liquors Arylsulfonic Acid Copper Fluoride Iodine Potassium Chromate Tartaric Acid Barium Carbonate Copper Nitrate Kerosene Potassium Cyanide Titanium Tetrachloride Barium Chloride Copper Sulfate Lactic Add 28% Potassium Dichromate Triethanolamine Barium Hydroxide Cottonseed Oil LauricAcid Potassium Ferricyanide Trimethyl Propane Barium Sulfate Cresylic Add 50% Lauryl Chloride Potassium Ferrocyanide Trisodium Phosphate Barium Sulfide Crude Oil — Sour Lauryl Sulfate Potassium Fluoride Turpentine Beet — Sugar Liquor Crude Oil — Sweet Lead Acetate Potassium Hydroxide Urea Benzine SulfonicAcid 10% Demineralized Water Lime Sulfur Potassium Nitrate Vinegar Benzoic Acid Dextrin LinoleicAdd Potassium Perborate Whiskey Bismuth Carbonate Dextrose Linseed Oil Potassium Perchlorite White Liquor (Paper Industry) Black Liquor (Paper Industry) DiglycolicAcid Lubricating Oils Potassium Permanganate 10% Wines Bleach —12.5%Active CL, Disodium Phosphate Magnesium Carbonate Potassium Persulfate Zinc Chloride Borax Ethyl Alcohol Magnesium Chloride Potassium Sulfate Zinc Chromate Boric Add Ethylene Glycol Magnesium Hydroxide Propane Zinc Cyanide Brine Fatty Acids Magnesium Nitrate Propyl Alcohol Zinc Nitrate Breeder Pellets — Dane. Fish Ferric Chloride Magnesium Sulfate SilicicAcid Zinc Sulfate BromicAcid Ferric Nitrate Maleic Add Silver Cyanide Bromine — Water FerricSuHate MalicAcid Silver Nitrate Butane Ferrous Chloride Mercuric Chloride Silver Plating Solutions Butadiene Ferrous Sulfate Mercuric Cyanide Sodium Acetate 188 www.carIon.com Suggested Format for Specifying Carlon Nonmetallic Conduit, Conduit Fittings and Junction Boxes A. The Carlon rigid nonmetallic conduit system shall be installed as indicated on the drawings and as specified herein. B. All wiring shall be installed in Carlon rigid nonmetallic conduit. All conduit shall be secured by means of proper fittings. All fittings shall be Carlon. C. Carlon outlet boxes, fittings and junction boxes shall be used for all outlets, pull boxes and junction points. (Lighting fixtures shall not be supported or hung from PVC junction boxes but be supported in position by other means.) D. Exposed conduits shall be mounted securely by suitable hangers or straps with the maximum spacing of points of supports not greater than indicated by Section 352.30 of the NEC. E. Except where embedded in concrete or direct buried, Carlon conduit shall be supported to permit adequate lineal movement to allow for expansion and contraction of conduit due to temperature change. F. For aboveground installations where temperature change in excess of 14°C (25°F) is anticipated, expansion joints shall be installed. See Table 352.44(A) NEC for expansion characteristics. G. Proper care shall be taken when field bending is employed to maintain the internal diameter and wall thickness of the conduit www.carIon.com r 189 February 20, 2015 Everest Solar Systems, LLC 3809 Ocean Ranch Blvd, Suite 111 Oceanside, CA 92056 Attn: Andy Neshat RE: CrossRail PV Panel Mounting System Evaluation To whom it may concern: CR 150220CA 13:I 12 moment ENGINEERING+ DESIGN WWW.MSEGLLC.COM Per your request, Moment Engineering + Design has performed a comprehensive structural analysis of the Everest Solar CrossRail Solar PV Mounting System for typical installations in the State of California. 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 2013 Triennial Edition of Title 24, California Code of Regulations Based on 2012 International Building Code & 2012 International Residential Code o ASCE/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures 0 2010 Aluminum Design Manual, by the Aluminum Association o Section and materials data provided by Everest Solar Systems ■ Rail section properties appear in the appendix to this report Overview The CrossRail PV -panel roof mounting system consists of extruded aluminum support rails spanning between points of attachment on an existing roof structure. This analysis is limited to capacity of the CrossRail only. 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, snow, and seismic loads were evaluated in accordance with current code requirements to determine allowable rail span lengths, based on assumptions of single -span conditions and allowable deflection of L/60. Design wind pressures were determined using Components and Cladding calculations in Chapter 26-30 of ASCE 7-10, 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 7-10, Chapter 7 and applicable sections of the 2013 CBC. For designated Case Study areas noted in the 2013 Triennial Edition of Title 24, California Code of Regulations, refer to local jurisdiction requirements for snow moment ENGINEERING + DESIGN: 10530 Warwick Ave, Suite C5 0 Fairfax, VA 22030 0 Phone: 703-998-2350* Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION Feb 20, 2015 0 PAGE 2 OF 3 CR 150220CA 13:11_' and wind load determination. Seismic criteria were considered per provisions of ASCE 7-10 Chapter 13 with parameters specified below. While seismic effects did not appear to govern the capacity of this system, applicable seismic detailing requirements should be satisfied when installed per the manufacturer instructions and additional installation notes specified herein. Loading Parameters: o Ground snow load: Varies o Ultimate 3 -second gust wind speed (V): 110-170 mph o Building roof mean height: 30 ft. or less o Roof wind pressure region: Zone 1- Zone 3 o Structural risk category:II o Wind exposure: B, C, D ; o Seismic site class: D o Seismic design category: A through E 0 0.2s MCER ground motion parameter (Ss): Not to exceed 2.000 0 1s MCER ground motion parameter (Si): Not to exceed 1.250 o Component importance factor (Ip): 1.0 o Component acceleration factor, (ap): 1.0 o Component response modification factor (Rp): 1.5 o Panel orientation: Portrait or Landscape 10 Panel installation angle: Flush with roof slope o Roof slope (9): 0-7, >7-27°, >27-45° Design Results The allowable span lengths of the system are principally controlled by applicable wind 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. Note that reaction loads provided in the attached tables are only applicable when used with the corresponding span length recommendations provided therein. These reactions may be scaled linearly when shorter spans are used. Installation Notes The following guidelines apply to all installations using the CrossRail product line: • Tables assume two independent support rails per row with either panel 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. • Ensure that actual span length does not exceed capacity of roof attachment moment ENGINEERING + DESIGN 10530;Warwick Ave;.Suite C5 • Fairfax, VA 22030 •Phone: 703-998-2350•)Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION Feb 20, 2015 • PAGE 3 OF 3 CR 1 50220CA13:I 12 Summary This assessment has provided design validation for code -compliant installations of the CrossRail PV Mounting System in the State of California. 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 roof attachment hardware, nor 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, QROFESS/4N ` �Qp,TR/���lF� � F � o. C60695 n * EXP. 12-31I110 FOF CAl1F�� Shawn P. Kelley, P.E. Principal ' moment ENGINEERING + DESIGN spkelley@mse llg c.com moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite CS 0 Fairfax, VA 22030 0 Phone: 703-998-23500 Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 5 OF 37 Feb 20, 2015 moment ENGINEERING + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 5: Maximum Span Length (in.) - Wind Exposure C Condition Exposure Ultimate C Wind Rail Type t Roof Snow Load (psf) Speed, V (mph) 0 10 20 30 40 50 X80 128 118 108 99 87 78 110 X48 94 88 81 72 63 56 X80 128 118 108 99 87 78 115 X48 92 88 81 72 63 56 X80 128 118 108 99 87 78 120 X48 89 88 81 72 63 56 X80 123 117 107 99 87 78 130 X48 84 84 80 72 63 56 140 X80 117 115 106 99 87 78 a X48 79 79 79 71 63 56 0 150 X80 109 109 104 97 87 78 0 X48 75 75 75 69 63 56 160 X80 102 102 102 96 87 78 X48 70 70 70 68 62 56 170 X80 96 96 96 94 86 78 X48 66 66 66 66 61 56 X80 115 115 108 99 87 78 110 X48 79 79 79 72 63 56 115 X80 110 110 108 99 87 78 ° X48 75 75 75 72 63 56 X80 105 105 105 99 87 78 a, O N 120 X48 72 72 72 72 63 56 H G130 QjX80 97 97 97 97 87 78 C X48 66 66 66 66 63 56 140 X80 90 90 90 90 87 78 C X48 61 61 61 61 61 56 X80 84 84 84 84 84 78 0 150 X48 57 57 57 57 57 56 X80 78 78 78 78 78 78 160 X48 54 54 54 54 54 54 170 X80 74 74 74 74 74 74 X48 50 50 50 50 50 50 110 X80 93 93 93 93 87 78 X48 64 64 64 64 63 56 115 X80 89 89 89 89 87 78 X48 61 61 61 61 61 56 m 120 X80 85 85 85 85 85 78 C N X48 58 58 58 58 58 56 130 X80 79 79 79 79 79 78 X48 54 54 54 54 54 54 140 X80 73 73 73 73 73 73 a` X48 50 50 50 50 50 50 5 150 X80 68 68 68 68 68 68 0 X48 46 46 46 46 46 46 160 X80 64 64 64 64 64 64 X48 43 43 43 43 43 43 170 X80 60 60 60 60 60 60 X48 41 41 41 41 41 41 moment ENGINEERING + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 6 OF 37 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 Table 6: Maximum Uplift (lb.) - Wind Exposure C Condition Exposure C Ultimate Wind Speed, V Rail Type Roof Snow Load (psf) (mph) 0 10 20 30 40 50 110 X80 -489 -449 -411 -378 -331 -298 X48 -361 -337 -308 -273 -239 -215 115 X80 -539 -495 -453 -416 -365 -328 X48 -385 -371 -339 -301 -263 -237 N 120 X80 -591 -542 -496 -457 -400 -360 X48 -409 -406 -372 -330 -289 -260 130 X80 -675 -639 -586 -543 -475 -428 X48 -459 -459 -439 -392 -343 -309 140 X80 X48 -750 -510 -737 -510 -679 -509 -636 -454 -557 -402 -501 -362 a 3 0 150 X80 X48 -812 -555 -812 -555 -776 -555 -724 -515 -644 -465 -580 -419 160 X80 -870 -870 -870 -816 -738 -664 X48 -594 -594 -594 -579 -527 -480 170 X80 -926 -926 -926 -909 -827 -753 X48 -633 -633 -633 -633 -588 -544 110 X80 -768 -768 -716 -659 -577 -520 X48 -523 -523 -523 -476 -417 -375 ° C H °p N 115 X80 X48 -805 -551 -805 -551 -787 -551 -724 -523 -634 -458 -571 -412 120 X80 X48 -843 -577 -843 -577 -843 -577 -793 -573 -694 -501 -625 -451 u1 G G W 130 X80 -917 -917 -917 -917 -820 -738 X48 -627 -627 -627 -627 -592 -533 140 X80 X48 -991 -677 -991 -677 -991 -677 -991 -677 -957 -677 -861 -622 0 150 X80 X48 -1065 -727 -1065 -727 -1065 -727 -1065 -727 -1065 -727 -992 -717 160 X80 -1139 -1139 -1139 -1139 -1139 -1134 X48 -777 -777 -777 -777 -777 -777 170 X80 -1212 -1212 -1212 -1212 -1212 -1212 X48 -827 -827 -827 -827 -827 -827 110 X80 -954 -954 -954 -954 -886 -798 X48 -652 -652 -652 -652 -640 -576 115 X80 -999 -999 -999 -999 -972 -875 X48 -683 -683 -683 -683 -683 -632 m n0i 120 X80 -1044 -1044 -1044 -1044 -1044 -955 X48 -713 -713 -713 -713 -713 -690 130 X80 -1135 -1135 -1135 -1135 -1135 -1126 X48 -775 -775 -775 -775 -775 -775 140 X80 -1224 -1224 -1224 -1224 -1224 -1224 a` X48 -836 -836 -836 -836 -836 -836 150 X80 X48 -1314 -897 -1314 -897 -1314 -897 -1314 -897 -1314 -897 -1314 -897 160 X80 -1404 -1404 -1404 -1404 -1404 -1404 X48 -958 -958 -958 -958 -958 -958 170 X80 -1494 -1494 -1494 -1494 -1494 -1494 X48 -1019 -1019 -1019 -1019 -1019 -1019 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 7 OF 37 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite CS - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 Table 7: Maximum Downforce (lb.) - Wind Exposure C Condition Exposure C Ultimate Wind Speed, V Failpe Roof Snow Load (psf) (mph) 0 10 20 30 40 50 110 X80 365 472 616 742 848 942 X48 269 353 461 536 612 680 115 X80 365 472 616 742 848 942 N X48 261 353 461 536 612 680 120 X80 365 472 616 742 848 942 X48 253 353 461 536 612 680 130 X80 374 484 627 750 848 942 X48 254 348 470 542 612 680 140 X80 X48 397 270 508 352 649 486 778 555 848 612 942 680 a 150 X80 X48 418 286 519 355 674 483 796 566 857 619 942 680 160 X80 434 517 692 814 884 942 X48 297 354 473 578 632 680 170 X80 453 520 684 832 905 957 X48 309 355 467 580 644 691 110 X80 329 463 616 742 848 942 X48 224 315 449 536 612 680 115 X80 314 442 616 742 848 942 ° 0 O C14 c N X48 215 302 431 536 612 680 X80 300 422 603 742 848 120 942 - X48 205 289 412 536 612 680 U.H 0) LA 130 X80 X48 294 201 403 275 569 389 735 502 848 612 942 680 140 X80 X48 306 209 398 272 552 377 705 482 848 600 942 680 3 150 X80 X48 320 219 397 271 541 369 684 467 828 565 942 680 160 X80 333 397 531 665 800 942 X48 227 ' 271 363 454 546 646 170 X80 X48 347 237 399 272 525 358 651 445 778 531 904 617 110 X80 266 374 534 699 848 942 X48 182 256 365 478 612 680 115 X80 254 358 510 668 848 942 X48 173 244 349 456 596 680 rn � N 120 X80 243 342 489 640 835 942 X48 166 234 334 437 570 680 130 X80 239 326 461 596 769 942 X48 163 223 315 407 525 648 140 X80 248 323 448 573 713 880 a` C X48 169 220 306 391 487 601 3 150 X80 X48 260 178 323 220 439 300 556 379 672 459 820 560 160 X80 271 322 431 541 650 768 X48 185 220 294 369 443 524 170 X80 282 324 427 529 632 734 X48 193 221 291 361 431 501 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite CS - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 8 OF 37 Feb 20, 2015 moment -ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 8: Maximum Shear (lb.) - Wind Exposure C Condition Exposure C Ultimate WindRail Speed, V Type Roof Snow Load (psf) (mph) 0 10 20 30 40 50 110 X80 9 36 59 78 89 99 X48 6 27 44 56 64 71 115 X80 9 36 59 78 89 99 C ,0� X48 6 27 44 56 64 71 120 X80 9 36 59 78 89 99 X48 6 27 44 56 64 71 130 X80 8 36 59 78 89 99 X48 6 26 44 56 64 71 140 X80 X48 8 5 35 24 58 43 78 56 89 64 99 71 a` C 3 150 X80 X48 7 5 34 23 57 41 77 55 89 64 99 71 160 X80 7 31 56 76 89 99 X48 5 21 38 54 64 71 170 X80 6 30 53 74 88 99 X48 4 20 36 52 63 71 110 X80 8 36 59 78 89 99 X48 5 24 43 56 64 71 ° C I— p i° 115 X80 X48 7 5 34 23 59 41 78 56 89 64 99 71 120 X80 X48 7 5 32 22 58 39 78 56 89 64 99 71 G0 G a, 130 X80 X48 7 4 30 20 53 36 76 52 89 64 99 71 140 X80 X48 6 4 28 19 49 34 71 48 89 63 99 71 150 X80 X48 6 4 26 18 46 31 66 45 86 59 99 71 160 X80 5 24 43 62 81 99 X48 4 16 29 42 55 68 170 X80 5 23 40 58 76 93 X48 3 15 28 40 52 64 110 X80 6 29 51 74 89 99 X48 4 20 35 50 64 71 115 X80 6 27 49 70 89 99 X48 4 19 33 48 63 71 m N 120 X80 6 26 47 67 88 99 X48 4 ' 18 32 46 60 71 130 X80 5 24 43 62 81 99 X48 4 17 29 42 55 68 140 X80 5 22 40 57 75 92 a C X48 3 15 27 39 51 63 0 150 X80 X48 5 3 21 14 37 25 54 37 70 48 86 59 160 X80 4 20 35 50 65 81 X48 3 13 24 34 45 55 170 X80 4 18 33 47 62 76 X48 3 13 22 32 42 52 moment -ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 17 OF 37 Feb 20, 2015 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 17: Maximum Span Length (in.) - Wind Exposure C Condition Exposure Ultimate C Wind Rail Type Roof Snow Load (psf) Speed, V (mph) 0 10 20 30 40 50 110 X80 127 118 97 81 71 64 X48 95 89 77 66 58 52 115 X80 124 117 97 81 71 64 X48 93 88 76 66 58 52 120 X80 122 116 97 81 71 64 ,0� X48 91 87 75 66 58 52 X80 118 113 95 81 71 64 130 X48 86 85 74 65 58 52 X80 114 111 93 81 71 64 a` 140 X48 82 82 72 64 58 52 X80 111 108 91 80 71 64 0 150 X48 78 78 70 62 57 52 X80 105 105 89 79 .71 64 160 X48 73 73 68 61 56 52 170 X80 99 99 87 78 70 64 X48 68 68 66 60 55 51 X80 116 116 97 81 71 64 110 X48 80 80 77 66 58 52 115 X80 111 111 97 81 71 64 N X48 77 77 76 66 58 52 X80 106 106 97 81 71 64 c Imo.. N 120 X48 73 73 73 66 58 52 Q) 130 X80 98 98 95 81 71 64 U. O X48 68 68 68 65 58 52 140 X80 91 91 91 81 71 64 O OC a X48 63 63 63 63 58 52 150 X80 85 85 85 80 71 64 X48 58 58 58 58 57 52 X80 80 80 80 79 71 64 160 X48 55 55 55 55 55 52 170 X80 75 75 75 75 70 64 X48 51 51 51 51 51 51 110 X80 95 95 95 81 71 64 X48 66 66 66 66 58 52 115 X80 91 91 91 81 71 64 X48 63 63 63 63 58 52 m 120 X80 87 87 87 81 71 64 a, c X48 60 60 60 60 58 52 N a)130 X80 81 81 81 81 71 64 X48 55 55 55 55 55 52 140 X80 75 75 75 75 71 64 a` X48 51 51 51 51 51 51 150 X80 70 70 70 70 70 64 X48 48 48 48 48 48 48 160 X80 65 65 65 65 65 64 X48 45 45 45 45 45 45 170 X80 62 62 62 62 62 62 X48 42 42 42 42 42 42 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 18 OF 37 Feb 20, 2015 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 18: Maximum Uplift (lb.) - Wind Exposure C Condition Exposure C Ultimate Wind Speed, V Rail Type Roof Snow Load (psf) (mph) 0 10 20 30 40 50 110 X80 -442 -412 -338 -282 -247 -222 X48 -331 -309 -270 -231 -202 -182 115 X80 -479 -451 -374 -312 -273 -246 X48 -359 -338 -295 -255 -224 -201 r, 01u120 N X80 -516 -489 -408 -342 -299 -269 X48 -386 -366 -319 -280 -245 -220 130 X80 -592 -568 -475 -405 -355 -320 a, X48 -433 -425 -369 -326 -291 -262 140 X80 -672 -653 -547 -476 -416 -375 a` C X48 -481 -481 -422 -375 -340 -307 3 150 X80 X48 -753 -527 -734 -527 -618 -475 -544 -424 -481 -386 -433 -354 160 X80 -817 -816 -693 -613 -550 -495 X48 -564 -564 -529 -475 -434 -403 170 X80 -873 -873 -771 -685 -623 -563 X48 -602 -602 -585 -528 -485 -451 110 X80 -734 -734 -615 -513 -449 -404 X48 -506 -506 -491 -420 -368 -331 115 X80 X48 -771 -533 -771 -533 -675 -532 -563 -461 -493 -404 -444 -363 N O I� � O O OC ,0� a, a 120 X80 X48 -808 -558 -808 -558 -736 -558 -616 -504 -539 -442 -486 -398 X80 -881 -881 -852 -727 -636 130 -573 X48 -607 -607 -607 -584 -521 -469 140 X80 X48 -954 -657 -954 -657 -954 -657 -849 -657 -743 -607 -669 -548 150 X80 X48 -1027 -706 -1027 -706 -1027 -706 -970 -706 -856 -688 -771 -631 160 X80 -1099 -1099 -1099 -1090 -978 -880 X48 -755 -755 -755 -755 -755 -716 170 X80 -1171 -1171 -1171 -1171 -1101 -996 X48 -803 -803 -803 -803 -803 -797 110 X80 -909 -909 -909 -772 -676 -609 X48 -626 -626 -626 -626 -553 -498 115 X80 -953 -953 -953 -845 -740 -666 X48 -656 -656 -656 -656 -606 -546 m w C N 120 X80 -997 -997 -997 -923 -808 -728 X48 -686 -686 -686 -686 -662 -596 130 X80 -1085 -1085 -1085 -1085 -953 -858 X48 -745 -745 -745 -745 -745 -703 a 140 X80 -1173 -1173 -1173 -1173 -1110 -1000 a` S X48 -805 -805 -805 -805 -805 -805 3 0 150 X80 X48 -1261 -864 -1261 -864 -1261 -864 -1261 -864 -1261 -864 -1151 -864 160 X80 -1348 -1348 -1348 -1348 -1348 -1312 X48 -923 -923 -923 -923 -923 -923 170 X80 -1435 -1435 -1435 -1435 -1435 -1435 X48 -982 -982 -982 -982 -982 -982 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CI1150220112w APPENDIX: PAGE 19 OF 37 Feb 20, 2015 moment, ENG INEERING + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 19: Maximum Downforce (lb.) - Wind Exposure C Condition Exposure Ultimate Wind Rail Type Roof Snow Load (psf) Speed, V (mph) 0 10 20 30 40 50 X80 379 465 532 569 626 695 110 X48 284 349 424 466 512 569 115 X80 401 481 549 583 626 695 X48 300 360 432 477 512 569 120 X80 422 496 564 597 632 695 Cu C X48 316 371 440 489 518 569 i0 X80 467 528 589 627 659 695 130 LA X48 342 396 457 504 539 569 140 X80 514 562 615 660 688 718 a X48 368 415 475 520 562 588 150 X80 563 594 642 689 718 745 X48 394 427 493 536 577 610 160 X80 598 626 670 715 751 775 X48 413 433 511 553 593 630 170 X80 629 639 700 742 783 807 X48 434 441 531 572 610 646 X80 346 456 532 569 626 695 110 X48 239 314 424 466 512 569 115 X80 357 455 549 583 626 695 N X48 247 315 432 477 512 569 X80 367 455 564 597 632 695 O120 n N X48 253 314 428 489 518 569 U Cu 130 X80 388 457 589 627 659 695 O X43 267 315 420 504 539 569 X80 409 461 602 660 688 718 O a lz C 140 X48 282 317 414 511 562 588 150 X80 431 467 598 689 718 745 X48 296 321 411 502 577 610 160 X60 453 475 598 715 751 775 X48 311 326 411 495 580 630 170 X80 477 485 601 717 783 807 X48 328 333 412 492 572 646 110 X80 285 375 522 569 626 695 X48 196 258 360 461 512 569 115 XBO 294 375 516 583 626 695 X48 202 258 355 452 512 569 m 120 X80 302 374 509 597 632 695 X48 208 257 350 443 518 569 n°4 ' 130 X80 319 376 500 625 659 695 X48 219 258 344 429 515 569 Cu 140 X80 336 379 495 611 688 718 a` X48 231 260 340 419 498 578 5 150 X80 354 384 492 600 708 745 0 X48 243 263 337 412 486 560 160 X80 373 390 492 593 695 775 X48 255 268 337 406 476 545 170 x80 392 399 494 589 685 780 X48 269 273 338 404 469 534 moment, ENG INEERING + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w Table 20: Maximum Shear Exposure Ultimate Wind Rail Type C Speed, V M v c 0 N a, t, a` v c 0 0 at ngh) 0 110 - X80 36 X48 27 115 X80 35 X48 26 120 X80 35 X48 26 130 X80 33 X48 24 140 X80 32 X48 23 150 X80 31 X48 22 160 X80 30 X48 21 170 X80 28 X48 19 110 X80 33 X48 23 115 X80 31 X48 22 120 X80 30 X48 21 130 X80 28 X48 19 140 X80 26 X48 18 150 X80 24 X48 17 160 X80 23 X48 16 170 X80 21 X48 15 110 X80 27 X48 19 115 X80 26 X48 18 120 X80 25 X48 17 130 X80 23 X48 16 140 X80 21 X48 15 150 X80 20 X48 14 160 X80 19 X48 13 170 X80 17 X48 12 b.) - Wind Exposure C Condition Roof Snow Load (psf) 10 20 30 152 223 267 114 178 219 151 223 267 113 175 219 149 222 267 112 173 219 146 218 267 109 169 215 143 214 267 106 165 210 139 209 265 100 161 206 135 205 261 94 156 202 128 200 256 88 152 197 149 223 267 103 178 219 143 223 267 99 175 219 137 222 267 95 168 219 126 218 267 87 155 215 117 209 267 81 144 207 110 195 265 75 134 193 103 183 261 71 126 181 97 172 248 66 118 170 123 219 267 85 151 217 118 209 267 81 144 207 113 201 267 77 138 198 104 185 266 71 127 183 97 172 247 66 118 170 90 160 231 62 110 158 84 150 216 58 103 148 80 142 204 54 97 139 40 305 250 305 250 305 250 305 250 305 249 305 245 305 241 304 236 305 250 305 250 305 250 305 250 305 249 305 245 305 236 304 222 305 250 305 250 305 250 305 239 305 221 301 206 282 193 266 182 APPENDIX: PAGE 20 OF 37 Feb 20, 2015 50 339 278 339 278 339 278 339 278 339 278 339 278 339 276 339 271 339 278 339 278 339 278 339 278 339 278 339 278 339 276 339 271 339 278 339 278 339 278 339 278 339 273 339 255 339 239 328 224 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 29 OF 37 mO1ITllent ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 Table 29: Maximum Span Length (in.) - Wind Exposure C Condition Exposure Ultimate Wind Rail Type Roof Snow load (psf) C Speed, V m h 0 10 20 30 40 50 X80 115 108 90 77 67 60 110 X48 86 84 71 63 57 52 115 X80 113 106 89 77 67 60 X48 85 82 70 62 57 52 120 X80 111 104 88 77 67 60 N X48 83 80 69 62 56 52 130 X80 107 101 85 75 67 60 X48 80 77 67 60 55 51 LA X80 103 97 83 74 67 60 a C 140 X48 77 73 65 58 54 50 X80 100 94 81 72 66 60 0 150 X48 72 70 63 57 53 49 oc X80 97 91 79 71 65 60 160 X48 68 67 61 55 51 48 170 X80 92 88 77 69 64 59 X48 65 65 59 54 50 47 X80 115 108 90 77 67 60 110 X48 86 84 71 63 57 52 115 X80 113 106 89 77 67 60 o X48 85 82 70 62 57 52 N X80 111 104 88 77 67 60 tu C i0 120 X48 83 80 69 62 56 52 X80 107 101 85 75 67 60 130 X48 79 77 67 60 55 51 e a 140 X80 103 97 83 74 67 60 X48 73 73 65 58 54 50 X80 98 94 81 72 66 60 0 150 X48 68 68 63 57 53 49 X80 92 91 79 71 65 60 160 X48 64 64 61 55 51 48 X80 87 87 77 69 64 59 170 X48 60 60 59 54 50 47 110 X80 115 108 90 77 67 60 X48 86 84 71 63 57 52 115 X80 113 106 89 77 67 60 X48 85 82 70 62 57 52 rn 120 X80 111 104 88 77 67 60 aj C X48 83 80 69 62 56 52 ,0� 130 X80 107 101 85 75 67 60 X48 79 77 67 60 55 51 LA 140 X80 103 97 83 74 67 60 a X48 73 73 65 58 54 50 3 X80 98 94 81 72 66 60 0 150 X48 68 68 63 57 53 49 s 160 X80 92 91 79 71 65 60 X48 64 64 61 55 51 48 170 X80 87 87 77 69 64 59 X48 60 60 59 54 50 47 mO1ITllent ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220I12w APPENDIX: PAGE 30 OF 37 moment, + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 Table 30: Maximum Uplift (lb.) - Wind Exposure C Condition Exposure C Ultimate Wind Speed, V Rail Type Roof Snow Load (psf) (mph) 0 10 20 30 40 50 110 X80 -448 -420 -349 -298 -261 -235 X48 -335 -326 -278 -246 -223 -200 115 X80 -482 -454 -378 -328 -287 -258 X48 -361 -350 -300 -267 -243 -220 r, C N 120 X80 -518 -489 -409 -359 -314 -283 X48 -388 -375 -323 -289 -263 -241 Cu 130 X80 -593 -559 -474 -418 -372 -335 X48 -444 -425 -371 -333 -305 -283 140 X80 X48 -670 -499 -632 -476 -540 -420 -480 -380 -436 -349 -392 -325 a` C 150 X80 X48 -750 -542 -705 -527 -608 -469 -543 -426 -494 -394 -453 -368 160 X80 -832 -779 -677 -608 -556 -515 X48 -585 -579 -519 -475 -440 -412 170 X80 -898 -851 -747 -674 -618 -575 X48 -627 -627 -568 -522 -486 -457 110 X80 -530 -497 -412 -353 -309 -278 X48 -397 -385 -329 -291 -263 -237 115 X80 -569 -536 -447 -387 -339 -305 N N X48 -426 -413 -354 -315 -287 -260 120 X80 X48 -612 -459 -577 -443 -484 -382 -424 -341 -371 -311 -334 -285 ' 130 X80 -700 -661 -559 -494 -440 -396 a X48 -515 -502 -438 -394 -360 -334 140 X80 X48 -788 -557 -743 -557 -635 -493 -564 -446 -512 -410 -461 -382 150 X80 -866 -828 -714 -637 -581 -532 X48 -600 -600 -551 -501 -463 -432 160 X80 -930 -915 -796 -714 -653 -606 X48 -642 -642 -610 -558 -517 -484 170 X80 -992 -992 -878 -791 -726 -675 X48 -684 -684 -668 -614 -571 -536 110 X80 -530 -497 -412 -353 -309 -278 X48 -397 -385 -329 -291 -263 -237 115 X80 -569 -536 -447 -387 -339 -305 m N X48 -426 -413 -354 -315 -287 -260 120 X80 -612 -577 -484 -424 -371 -334 X48 -459 -443 -382 -341 -311 -285 130 X80 -700 -661 -559 -494 -440 -396 X48 -515 -502 -438 -394 -360 -334 140 X80 -788 -743 -635 -564 -512 -461 a C X48 -557 -557 -493 -446 -410 -382 3 CICI 150 X80 X48 -866 -600 -828 -600 -714 -551 -637 -501 -581 -463 -532 -432 160 X80 -930 -915 -796 -714 -653 -606 X48 -642 -642 -610 -558 -517 -484 170 X80 -992 -992 -878 -791 -726 -675 X48 -684 -684 -668 -614 -571 -536 moment, + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220112w APPENDIX: PAGE 310F 37 Feb 20, 2015 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Faimax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Table 31: Maximum Downforce (lb.) - Wind Exposure C Condition Exposure Ultimate Wind Rail Type Roof Snow Load (psf) C Speed, V (mph) 0 10 20 30 40 50 X80 503 521 559 586 608 632 110 X48 377 404 445 484 518 539 115 X80 534 541 576 607 626 649 X48 400 417 457 495 530 553 120 X80 565 561 593 628 645 666 r0 X48 423 430 469 505 540 568 130 X80 630 601 630 662 684 701 X48 472 457 493 528 561 592 LA 140 X80 698 658 668 697 728 741 a` X48 519 496 519 552 583 613 3 X80 767 721 706 732 760 782 0 150 X48 554 540 545 576 606 634 X80 840 785 746 769 795 822 160 X48 590 584 571 601 629 657 170 X80 898 851 787 808 831 856 X48 627 627 599 627 654 680 X80 503 521 559 586 608 632 110 X48 377 404 445 484 518 539 X80 534 541 576 607 626 649 115 X48 400 417 457 495 530 553 N 120 X80 565 561 593 628 645 666 C ,0� X48 423 430 469 505 540 568 X80 630 601 630 662 684 701 130 a, X48 464 457 493 528 561 592 a X80 698 658 668 697 728 741 C 140 X48 494 494 519 552 583 613 3 X80 754 721 706 732 760 782 0 150 X48 522 522 545 576 606 634 X80 798 785 746 769 795 822 160 X48 551 551 571 601 629 657 X80 844 844 787 808 831 856 170 X48 582 582 599 627 654 680 110 X80 503 521 559 586 608 632 X48 377 404 445 484 518 539 115 X80 534 541 576 607 626 649 X48 400 417 457 495 530 553 m 120 X80 565 561 593 628 645 666 N X48 423 430 469 505 540 568 130 X80 630 601 630 662 684 701 X48 464 457 493 528 561 592 140 X80 698 658 668 697 728 741 a` X48 494 494 519 552 583 613 C 150 X80 754 721 706 732 760 782 X48 522 522 545 576 606 634 160 X80 798 785 746 769 795 822 X48 551 551 571 601 629 657 170 X80 844 844 787 808 831 856 X48 582 582 599 627 654 680 moment ENGINEERING + DESIGN 10530 Warwick Ave, Suite C5 - Faimax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com CROSSRAIL MOUNTING SYSTEM EVALUATION CR150220I12w APPENDIX: PAGE 32 OF 37 moment ENGINEERING +DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 Table 32: Maximum Shear (lb.) - Wind Exposure C Condition Exposure Ultimate WindRail Type Roof Snow Load (psf) C Speed, V (mph) 0 10 20 30 40 50 X80 43 183 269 331 379 420 110 X48 32 141 215 274 323 359 115 X80 42 179 266 331 379 420 X48 31 138 211 270 321 359 14 120 X80 41 176 263 331 379 420 Cu C ,0� X48 31 135 208 267 317 359 130 X80 40 170 257 326 379 420 X48 30 129 201 260 310 355 140 X80 38 164 250 319 378 420 a` X48 28 124 194 253 303 348 3 150 X80 37 159 244 313 372 420 0 X48 27 119 188 246 296 341 X80 36 153 237 306 366 418 160 X48 25 114 182 239 289 334 170 X80 34 148 231 300 359 412 X48 24 109 176 233 282 327 110 X80 43 183 269 331 379 420 X48 32 141 215 274 323 359 115 X80 42 179 266 331 379 420 X48 31 138 211 270 321 359 • N 120 X80 41 176 263 331 379 420 Cu C N X48 31 135 208 267 317 359 Cu X80 40 170 257 326 379 420 130 X48 29 129 201 260 310 355 • a • X80 38 164 250 319 378 420 C 140 X48 27 123 194 253 303 348 3 X80 37 159 244 313 372 420 a 150 X48 25 115 188 246 296 341 oc 160 X80 34 153 237 306 366 418 X48 24 108 182 239 289 334 170 X80 32 147 231 300 359 412 X48 22 101 176 233 282 327 110 X80 43 183 269 331 379 420 X48 32 141 215 274 323 359 115 X80 42 179 266 331 379 420 X48 31 138 211 270 321 359 m 120 X80 41 176 263 331 379 420 a) X48 31 135 208 267 317 359 ,0� 130 X80 40 170 257 326 379 420 X48 29 129 201 260 310 355 140 X80 38 164 250 319 378 420 a X48 27 123 194 253 303 348 C 150 X80 37 159 244 313 372 420 0 X48 25 115 188 246 296 341 160 X80 34 153 237 306 366 418 X48 24 108 182 239 289 334 170 X80 32 147 231 300 359 412 X48 22 101 176 233 282 327 moment ENGINEERING +DESIGN 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com Feb 20, 2015 •_ CROSSRAIL MOUNTING SYSTEM EVALUATION CR1502201619112 0 Table 37: CrossRail Section Properties X48 X80 (unit) Cross Sectional Area (A) 0.7130 0.7770 (in ^2) Moments of Interia: Principal (Ix) 0.2518 0.8000 (in A4) Secondary (ly) 0.2306 0.1970 (in ^4) Section Modulii:. Principal (Sx) 0.2457 0.5290 (in^3) Secondary (Sy) 0.2966 0.2514 (in ^3) Material: AL EN AW 6063-T66 AL 6005A -T61 AL 6005-T5 AL 6061-T6 Note: Material selection is region dependent. Analysis based on worst-case. APPENDIX: PAGE 37 OF 37 Feb 20, 2015 II ome11t.ENGINEERING + DESIGN, 10530 Warwick Ave, Suite C5 - Fairfax, VA 22030 - Phone: 703-998-2350 - Web: www.msegllc.com October 7, 2013 Everest Solar Systems, LLC 3809 Ocean Ranch Blvd, Suite 1 I 1 Oceanside, CA 92056 Attn: Andy Neshat RE: CrossHook PV Panel Mounting System Evaluation To whom it may concern: 'm 13101 SCA 10J9 Per your request, Moment Structural Engineering Group has performed a comprehensive structural analysis of the Everest Solar TileHook 3S Solar PV Mounting System. When installed per the conditions and design criteria described herein, the TileHook 3S Solar PV Mounting System is compliant with the sections of the design reference documents noted below. Note that this report supersedes any previous analyses of the TileHook 3S system. Design Reference Documents ; o 2010 Triennial Edition of Title 24, California Code of Regulations (2010 CBC) ■ Based on 20091nternational Building Code and 20091nternational Residential Code o ASCE/SEI 7-05 - Minimum Design Loads for Buildings and Other Structures o AF&PA - NDS 2005 - National Design Specification for Wood Construction 0 2010 Aluminum Design Manual, by the Aluminum Association o Load test data provided by K2 Systems International o Section and materials data provided by K2 Systems International Overview The TileHook 3S roof mounting system consists of extruded aluminum supports and bases providing points of attachment for a PV assembly to an existing structure. Attachment of the TileHook 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. Fastener withdrawal forces and/or deflection of the hook assembly limit the allowable loading for the apparatus for all load cases. Refer to the figures in the appendix to this document for recommended configurations based on these parameters. Installation Notes The following guidelines apply to all installations using the TileHook system: • TileHook bases require anchorage with two 5/16" diameter stainless steel lag screws into existing framing. Minimum depth of thread embedment is eight times the screw diameter. • Refer to manufacturer guidelines for installation of panel support rails and connective hardware. The use of hot dipped galvanized or stainless steel fasteners is advised. moment STRUCTURAL ENGINEERING GROUP, LLC. 10530 Warwick Ave, Suite C5 0 Fairfax, VA 22030 0 Phone: 703-998-23500 Web: www.msegllc.com TILE HOOK 3S MOUNTING SYSTEM EVALUATION Oct 7,20130 PAGE 2OF3 • Install TileHook 3S *assembly with sufficient clearance under hook to prevent deflection of assembly into roof tile. • Refer to allowable loading table and load -deflection chart for recommended design values. Note that withdrawal or permanent deformation of hook can occur if recommended values are exceeded. Summary This assessment has provided design validation for code -compliant installations of the TileHook 3S mounting system. For the configurations and design loadings noted previously, the attached i represent the maximum allowable loads and recommended deflections. 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. m 12-31 SOF CAS Shawn P. Kelley, P.E. Principal moment STRUCTURAL ENGINEERING GROUP, LLC. snkelley@msegllc.com moment STRUCTURAL ENGINEERING GROUP, LLC. 10530 Warwick Ave, Suite CS 0 Fairfax, VA 22030 • Phone: 703-998-23500 Web: www.msegUc.com TILE HOOK 3S MOUNTING SYSTEM EVALUATION Oct 7, 2013 • PAGE 3 OF 3 Figure 1: TileHook 3S - Allowable Loading Allowable load (stress -limited) lbs. Recommended load (deflection -limited)' Ibs. 279 N/A Downforce 1097 486 Lateral 400 201 r Figure 2: TileHook 3S: Load -Deflection Diagram i 700 W ; Oownforce 600 Uplift 500 Lateral • Recommended values 400 300+ hyo.. 4d 200 100 -0.50 -0.40 -0.30 -0.20 -0.10 0.00 0.10 0.20 0.30 0.40 0.50 -100 Deflection (in) ' -200- • A o -300 eAo �m Q -400 Q Ani o° ®� .-Soo Notes; Calculation of design loads to TileHook 3S should be based upon equations and factors of the 2010 CBC and ASCE 7-05. Allowable loading to bracket governed by fastener withdrawal. Recommended loading based on %" downward deflection of hook Project designer to determine if site conditions permit the use of alternative deflection limits. Anchorage calculations are based on 5/16" diameter stainless steel lag screws with 8D minimum thread embedment into existing Douglas Fir roof framing (SG=0.50). Allowable uplift loads on fasteners include a load duration factor of 1.6 for loads combinations including wind effects. moment STRUCTURAL ENGINEERING GROUP, LLC. 10530 Warwick Ave, Suite C5 0 Fairfax, VA 22,030 • Phone: 703-998-23500 Web: www.msegUc.com CERTIFICATE OF COMPLIANCE L Certificate Number 2015-28-04-E467724 Report Reference E467724-20150108 Issue Date 2015-28-04 Issued to: Everest Solar Systems Ste 111 3809 Ocean Ranch Blvd Oceanside CA 92056 This is to certify that MOUNTING SYSTEMS, MOUNTING DEVICES, representative samples of CLAMPING DEVICES AND GROUND LUGS FOR USE WITH PHOTOVOLTAIC MODULES AND PANELS USL — Mounting for use with Photovoltaic Modules: Everest Crossrail System, utilizing Crossrail 48 rails for Fire and Bonding USL — Mounting for use with Photovoltaic Modules: Everest Crossrail System, utilizing Crossrail 80 rails for Bonding A Have been investigated by UL in accordance with the Standard(s) indicated on this Certificate. Standard(s) for Safety: UL 2703 OUTLINE OF INVESTIGATION FOR MOUNTING SYSTEMS, MOUNTING DEVICES, CLAMPING/RETENTION DEVICES, AND GROUND LUGS FOR USE WITH FLAT -PLATE PHOTOVOLTAIC MODULES AND PANELS Additional Information: See the UL Online Certifications Directory at www.uI.com/database for additional information Only those products bearing the UL Certification Mark should be considered as being covered by UL's Certification and Follow -Up Service. Look for the UL Certification Mark on the product. zZA MW'T Bruce Mahrenholz, Assistant Chief Engineer, Global Inspection and Field Services UL LLC ` Any Information and documentation Involving UL Mark services aro provided on behalf of UL LLC (UL) or any authorized licensee of UL. For questions, please contact a local UL Customer Service Representative at v .ul.eom/comamus r v , Page 1 of 1 • pool 1201 N. Tustin Avenue Ron Lacher, R.C.E. engineering Anaheim, CA 92807 i inC. Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL ANALYSIS REPORT FOR SOLAR PANEL ADDITION t ►.h THE BERTSCH RESIDENCE RECEIVED . 79080 Calle Brisa La Quinta, CA,92253-6318 MAR 0 8 2016 CITY OF LA QUINTA COMMUNITY DEVELOPMENT FOR SOUTHERN CALIFORNIA HOME IMPROVEMENT CTR 14601 Arminta St Panorama City, CA, 91402-5901 Qo.Esse; DESIGN BASED IN ACCORDANCE WITH: C.B.C. 2013 EDITION, ASCE 7-10, AND 2012 NDS 3/3/2016 4:31 PM Page 1 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016 pool POOL ENGINEERING INC. engineering Location: La Quinta, CA,92253-6318 inc. Job# 16-0450 TABLE OF CONTENTS: By: M.Thompson Date: 3/3/2016 General Notes 5 Project Data 7 Gravity Loads 9 Lateral Loads 10 Lateral Load Distribution 11 Wind Uplift Anchor Design 12 Summary 13 3/3/2016 4:31 PM + \\pe.-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALCS r Page 3 of 13 ©Pool Engineering, Inc. 2016 pool POOL ENGINEERING INC. engineering Location: La Quinta, CA,92253-6318 inc. Job#16-0450 By: M.Thompson Date: 3/3/2016 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 VERIFY AND 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. } r i 3/3/2016 4:31 PM Page 5 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016 a pool POOL ENGINEERING INC. By: M.Thompson engineering Location: La Quinta, CA,92253-6318 Date: 3/3/2016 ,job# 16-0450 PROJECT DATA: Proiect Location: 79080 Calle Brisa La Quinta, CA,92253-6318 Existing Residence: Roof Area: 5000 ft, Upper Floor Area: N/A i Lower Floor Area: N/A Number of Stories: 1 Site Properties: Latitude: 33.695 Longitude: -116.28 Ss = 1.511 (g) 0.2s Spectral Response Acceleration S1 = 0.703 (g) 1.0s 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) SOS = 1.0073 Short Period Design Spectral Acceleration Parameter (ASCE 7-10, Eqn. 11.4-3) SD1 = 0.7030 is Period Design Spectral Acceleration Parameter (ASCE 7-10, Eqn. 11.4-4) Wind Speed = 130 ' mph (basic wind speed) Exposure Category: C k Product Information: Manufacturer: SOLAR WORLD Model: SW-285Mono ! Weight: 2.70 p.s.f. (including mounting system) Installed Area: 577.93 ftz 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. 3/3/2016 4:31 PM Page 7 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016 Roof Dead Load (Existin POOL ENGINEERING INC. Location: La Quinta, CA,92253-6318 Job# 16-0450 GRAVITY LOADS: 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. 11/8" 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): 2.7 p.s.f. SOLAR WORLD SW-285Mono solar panels and mounting system 21 p.s.f. Existing Roof Dead Load 1 23.7 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 = 205000 lb. By: M.Thompson Date: 3/3/2016 Total Proposed Roof Load = (DLproposed +LLproposed) Areap,oposed + (DLroof + LLroof) (Arearoof- Areaproposed) = 195001 Ib. Demand Increase = [(Proposed Roof Load- Extg. Roof Load)/Extg. Roof Load]x100 -5.13 Results: NET DECREASE IN GRAVITY LOADS ==> OK 3/3/2016 4:31 PM \\pe-file\pool\Projects Solar\2016\0450-16 Residential\36-0450 SOLAR PANEL CALCS Page 9 of 13 ©Pool Engineering, Inc. 2016 poo' POOL ENGINEERING INC. By: M.Thompson engineering Location: La Quinta, CA,92253-6318 Date: 3/3/2016 inc. Job# 16-0450 LATERAL LOADS (Seismic): Seismic Design Parameters: le = 1 Risk Category Seismic Importance Factor R= 6.5 Response Modification Factor P= 1 Redundancy Factor SDs = 1.007 Short Period Design Spectral Acceleration Parameter (ASCE 7-10, Eqn. 11.4-3) SD1 = 0.703 is 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 = D Seismic Design Category (ASCE 7-10, Tables 11.6-1 and 11.6-2) Base Shear Governing Equations: T= Ct (hn)X where T= 0.178 TL = 8.00 C5= (SDs le)/R = 0.155 Cs max = (SDs )e)/(T R) 0.869 (Cs min)1 = 0.010 (Cs min)2 = 0.044 1 SDS Approximate Fundamental Period (ASCE 7-10, Eqn. 12.8-7) Ct = 0.02 x= 0.75 h„ = 18.5 (ft.) Height to Highest Level (s) (s) Long -Period Transition Period (ASCE 7-10, Fig.22-16) Seismic Response Coefficient (ASCE 7-10, Eqn. 12.8-2) Maximum Seismic Response Coefficient (ASCE 7-10, Eqn. 12.8-3) Minimum Seismic Response Coefficient (ASCE 7-10, Eqn. 12.8-5) Minimum Seismic Response Coefficient (ASCE 7-10, Eqn. 12.8-5 - supplement 2) 0.031 (Cs_min)3 = (0.5 S1 le)/R Minimum Seismic Response Coefficient (ASCE 7-10, Eqn. 12.8-5 - supplement 2) 0.054 Cs = 0.154975 Seismic Base Shear (ASCE 7-10, Section 12.8-1.1) See next sheet for Lateral Load Distribution Tables 3/3/2016 4:31 PM Page 10 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016 (7 .. ` pool POOL ENGINEERING INC. engineering Location: La Quinta, CA,92253-6318 Job# 16-0450 LATERAL LOAD DISTRIBUTION: Base Shear Calculations: t k= 1 Structural Period Exponent (ASCE 7-10, Section 12.8.3) By: M.Thompson Date: 3/3/2016 EXISTING STRUCTURE Level Story Height (ft) hx (ft) Story Area (ft) Story Seismic Mass (psf) Wx (k) Wx h, Wx hx F; (K) V; (K) k N. �Wi hi Roof 16 16 5000.0 21.0 105 1680 1.00 16.27 16.27 Upper 0 0 N/A N/A N/A 0 0.00 0.00 0.00 Lower 0 0' N/A N/A N/A 0 0.00 0.00 0.00 Existing Base Shear =1 16.27 PROPOSED STRUCTURE Level Story Height hx Story Area Story Seismic Panel Area Panel Seismic Wx k Wx hxk (ft) (ft) (psf) (psf) Z _ lft) (k) Wx hx k Fi (K) Vi (K) (ft) Mass (psf) JWi hi Roof 16 16 5000.0 21.0 577.9 2.7 106.6 1,704.95 1.00 16.51 16.51 Upper 0 0 N/A N/A N/A N/A N/A 0 0.00 0.00 0.00 Lower 0 0 N/A N/A N/A N/A N/A 0 0.00 0.00 0.00 Proposed Base Shear =1 16.51 Demand Increase = [(Proposed Base Shear - Extg.`Base Shear)/Extg. Base Shear]x100 =F 1.49% Results: INCREASE LESS THAN 10% __> OK 3/3/2016 4:31 PM Page 11 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Reside ntial\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016 %4 pool POOL ENGINEERING INC. By: M.Thompson engineering Location: La Quinta, CA,92253-6318 Date: 3/3/2016 Job# 16-0450 WIND UPLIFT ANCHOR DESIGN: Simplified Procedure for Components and Cladding: (Sec. 30.5. ASCE 7-10 V = 130 mph (basic wind speed) Exp. Cat. = C exposure category (Section 26.7, ASCE 7-10) A= 1.21 Adjustment Factor for Building Height (Figure 30.5-1, ASCE 7-10) Ktt = 1 Topographic Factor (Section 26.8.2, ASCE 7-10) Zone = 2 1 Roof B = 22.7 deg Area = 578 sq.ft. Pnet3o = 44.6 p.s.f Net Wind Design Pressure, Eqn. 6-2, ASCE 7-10 Pnet = �K,PnetM = (1.21)(1)(44.6 p.s.f.) = 53.966 p.s.f. (Pnet)design = 54 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 Atr;b = 16.5 sq.ft. D= 2.7 p.s.f. W= 54.0 p.s.f. (additional factor of saftey applied to withdrawal force) (panel area tributary to each lag screw) (panel dead load) (design wind pressure) Pies = FS*At,ib*(0.6D-0.6W) = (1)(16.5 sq.ft.)[(0.6)(2.7 p.s.f.)-(0.6)(54p.s.f.)] = 507.41b. (withdrawal force applied to each lag screw) DIAieg 5/16 in. (lag screw diameter) Dpen = 2.50 in. (lag screw penetration into existing framing member) W = 266 Ib./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'= Cp*Ct* W = (1.6)(0.7)(266 Ib./in.) = 297.92 Ib./in. (adjusted withdrawal value) Pauow = Dpe.* W' = (2.5 in.)(297.92 Ib./in) = 744.8 lb. Results: DEMAND = 507.4 lbs. < CAPACITY = 744.8 lbs. __> OK 3/3/2016 4:31 PM Page 12 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Residential\16-0450 SOLAR PANEL CALLS ©Pool Engineering, Inc. 2016 Pooi POOL ENGINEERING INC. By: M.Thompson engineering Location: La Quinta, CA,92253-6318 Date: 3/3/2016 t inc. Job# 16-0450 SUMMARY: GRAVITY LOADS: DECREASED BY -5.13% ==> OK LATERAL LOADS: INCREASED BY 1.49% < 10% ==> OK VIND UPLIFT: DEMAND = 507.4 Ibs. < CAPACITY = 744.8 Ibs. ==> OK USE 5/16in. DIAMETER LAG SCREWS @ 72in. O.C. W/ 2.5in. PENETRATION INTO EXISTING FRAMING MEMBER, TYP. I 3/3/2016 4:31 PIM Page 13 of 13 \\pe-file\pool\Projects Solar\2016\0450-16 Reside ntial\16-0450 SOLAR PANEL CALCS ©Pool Engineering, Inc. 2016