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1953 DOVE LN; ; CB153763; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-22-2015 Cogeneration Permit Permit No:CB153763 Buildin~J Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: 1953 DOVE LN CBAD COG EN 2131120700 $705,600.00 Sub Type: PHOTO Lot#: 0 Constuction Type: NEW Reference #: Status: ISSUED Applied: 11/02/2015 Entered By: JMA Plan Approved: 12/22/2015 Issued: 12/22/2015 Inspect Area: Plan Check #: Project Title: LA COSTA PALOMA: 1,764 PANELS MOUNTED BOTH ON ROOF TOP AND SUPPORT STRUCTURE IN PARKING LOT Applicant: SOLAR CITY 3055 CLEARVIEW WY SAN MATEO CA 94402 650-759-4658 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Green Bldg Stands (SB1473) Fee $2,655.26 $0.00 $1,858.68 $0.00 $0.00 $91.73 $28.00 Owner: DOVE FAMILY HOUSING ASSCS 1820 S ESCONDIDO BLVD #101 ESCONDIDO CA 92025 PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Additional Fees TOTAL PERMIT FEES Total Fees: $4,633.67 Total Payments To Date: $4,633.67 Balance Due: Inspector: ~ Clearance: $0.00 $0.00 $0.00 $0.00 $4,633.67 $0.00 NOTICE: Please t~ NOnCE that ~ ci your pqed includes the "lrrpcsition'' ci fees, dedicatioos, reservatioos, or ether exa:iioos hereafter cdledively referred to as '1ees/exa:iioos." You have 00 days fran the date this rrorit WC'f3 issued to pretest irrpcsitirn ci these fees/exa:iioos. If you putest them you rrust fdiON the putest pra;edures set forth in Galerrrnent O:xle Sedirn 60020(a), and file the putest and any ether req..ired infarratirn wth the Oty M:nagar fcr p-ocessing in ocrodarre VIAth Calsbad M..uidpal O:xle Sedirn 3.32.030. Failure to tirrelyfdiONthat pra;edure IJ\.111 001" any subsequent legal c:dirn to attack, review, set aside, vdd, cr annJ their irrpcsitirn. You are hereby FI.JRTl-£R NOn RED that your ri~trt to prctest the sp3Cified fees/exa:iioos cx:B3 NOT APR.. Y to water and reNar amed:irn fees and CBpadty dlanges, ncr plarring, zcring, gading or ether sirrilar applicatirn processing cr servioo fees in cmned:irn wth this pqect. f'ffi cx:B31T APR.. Y to any fees/exadioosciWlich have 'ousi been ·venaNOnCEsi 'lartotns crastoWlichthestatutecilinitatiooshas 'ousi dherVIAse 'red. ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BUILDING DFIRE 0HEALTH DHAZMAT/APCD (cicyof Eluilding Permit Application Plan Check No. (B l~ ... '?:>I (p 3 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value If 10!/. ~ 07), oi) Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad Plan Ck. Deposit ., email: building@carlsbadca.gov www.carlsbadca.gov Date 11. z.... 1 ~ lswPPP JOB ADDRESS SUITE#/SPACE#/UNIT# rPN 213 1953 Dove Lane, Carlsbad, CA 92009 -112 -070 -0 CT/PROJECT # 'LOT# I PHA~ft~ I# 0~/~s r BED;/~s #BATHROOMS I TENANT BUSINESS NAME I coN~~;PE I occ~;;uP N/A N/A N/A DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Installation of 546.84 kW DC Photovoltaic (PV) Solar System. Mixed installation: 88.28kW DC mounted (non-ballasted) on 7 (E) Mounting Planes (MP6-MP12); and 4f58.56 kW DC integrated mounted with 9 (N) PV Support Structures in the parking lot. ll(oY~ EXISTING USE _rROPOSED USE l GARAGE (SF) PATIOS (SF) lDECKS (SF) FIREPLACE f 'AIR CONDITIONING I FIRE SPRINKLERS YEs[]# NoD YEs0No0 YEsONoO APPLICANT NAME SolarCity Corporation PROPERTY OWNER NAME Dove Family Housing Associates, L.P. Primary Contact ADDRESS ADDRESS 3055 Clearview Way 1953 Dove Lane CITY STATE ZIP CITY STATE ZIP San Mateo CA 94402 Carlsbad CA 92009 PHONE rAX PHONE I FAX 714.453.7487 310.988.2558 N/A N/A EMAIL EMAIL jacqueline.dean@solarcity .com N/A DESIGN PROFESSIONAL Victoria Wan CONTRACTOR BUS. NAME SolarCitv Corooration ADDRESS ADDRESS 1000 Enteroriset Wav 3055 Clearview Way CITY STATE ZIP CITY STATE ZIP Roseville CA 95678 San Mateo CA 94402 PHONE I FAX PHONE I FAX 650.963.5863 N/A 714.453.7487 310.988.2558 EMAIL EMAIL vwan@solarcity .com jacqueline.dean@solarcity .com I STATE LIC. # STATE LIC.# I CLASS I CITY BUS. LIC.# 888104 C46, C10, B 1227803 (Sec. 7031.5 Busmess and Professions Code: Any C1ty or County Which requ1res a permit to construct, alter, 1mprove, demolish or repair any structure, pnor to 1ts Issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self·insurE> for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. [{] I have and will maintain workers' compensation, as required by Section 3700 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: Insurance Co. Zurich American Insurance Company Policy No. EWS0182018 Expiration Date 91112016 This section need not be completed if the permit is for one hundred dollars ($1 00) or less. 0 Certificate of Exemption: 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. 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, for in of the Labor code, interest and attorney's fees. 25 CONTRACTOR I I hereby affirm that I am exempt from Contractor's License Law for thH following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or imRrovement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section _____ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and material8 for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired thH following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number]: 5. I will provide some of the work, but I have contracted (hiled) the following persons to provide the work indicated (include name I address I phone I type of work): 25 PROPERTY OWNER SIGNATURE 0AGENT DATE I certify that I have read the application and state that the above infonnal!on is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGANST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA penntt is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every penn it issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such penni\ is not commenced within 180 days fi'om the date of such penni\ or if the building or work authorized such abandoned at any time after the work is commenced for a period 180 days (Section 106.4.4 Unifonn Building Code). ~APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER: _________________ _ .fiS APPLICANT'S SIGNATURE CO#: (Office Use Only) CA ASSOCIATED CB#------------ NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE I pecti ist Permit#: CB153763 Type: COGEN PHOTO LA COSTA PALOMA: 1,764 PANELS MOUNTEDBOTHONROOFTOPANDSU Date Inspection Item Inspector Act Comments ~~------~ ~---·- 04/28/2016 19 Final Structural AEK Fl 04/28/2016 39 Final Electrical AEK Fl 04/27/2016 35 Photo Voltaic (PV) Rl 04/27/2016 35 Photo Voltaic (PV) AEK AP 04/27/2016 39 Final Electrical Rl 04/27/2016 39 Final Electrical AEK PA pending letter from engineer 03/30/2016 35 Photo Voltaic (PV) AEK AP 03/29/2016 35 Photo Voltaic (PV) AEK PA INV TO AC COMBINERS AT CARPORTS 03/21/2016 92 Compliance Investigation AEK AP PRE FINAL WALK 02/24/2016 35 Photo Voltaic (PV) AEK PA BLDG 1953 ROOF AND RACK/ NO DC WIRE//BLDG 1925"C" ROOF TO 2 PC 5.0 FRONIUS INV W/ DC WIRE//BLDG 1941 AND BLDG 1949 ROOF TO 1 PC 8.2 AND 1 PC 5.0 FRONIUS INV 02/17/2016 35 Photo Voltaic (PV) AEK PA BLDG 1937 ROOF TO INV// DC SIDE 02/12/2016 31 Underground/Conduit-Wirin AEK PA 02/04/2016 11 Ftg/Foundation/Piers AEK AP MP1//MP2//MP3//MP4//MP5 01/27/2016 11 Ftg/Foundation/Piers AEK PA MP13-5PC FTG//MP14-6//MP15-6//MP16- 9//PER PLAN WITH SPECIAL INSPECTION// OK TO POUR WITH SPECIAL INSPECTOR Thursday, April 28, 2016 Page 1 of 1 SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural! observation and construction material testing. Project/Permit: ~1~5~-~3~7~6~3~~~~· Project Address: 1953 Dove Ln. Carlsbad, CA A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D(lf you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Jacqueline Dean (First) (M.I.) (Last) Mailing Address· 2370 Oak Ridge Way Suite A, Vista, CA 92081 Emai1.jacqueline.dean@sollarcity.com Phone:714-453-7487 I am: DProperty Owner I ,f !Property Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Numbe · Expiration Date:~------- AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special ins 1ons note n the pprov s and, as required by the California Building Code., ~~~~-"""'~~--===-----Date: \2-/lU .. l S: 8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: SolarCity Corporation Please check if you are owner-BuilderO Name: (Please print) _J_a_c_q_u_e_li_n_e~·-------------------D_e_a_n ______ ~ (First) (M.I.) Mailing Address: 2370 Oak Ridge Way Suite A, Vista, CA 92081 Email: jacqueline .dean@solarcity. com State of California Contractor's License Number: CSLB 8881 04 (Last) Phone: 714-453-7487 Expiration Date: 12131 /2016 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final repont I Jetter in compliance with CBC Section 1704.1.2 prior to requesting final ecti . ~. ~ I I ?cf-Y Date \1-._ \'-Us' B-45 Page 1 of 1 Rev. 08/11 1111111111111111111111111111111111111111 862124 Eric M Checketts Has complied with the requirem£111S of AWS QC1, Standard for AWS Certification of Welding Inspector.~ Exp. 1 May 2019 With Eve Correction ' /'" 0) l./~:::-- AWS President C6 15 '31~ \~5 ~ 1)ov~ Lf\ ~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DATE: 12/22/2015 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-3763 EsGil Corporation ln CFartnersliip witli government for CBuift{ing Safety SET: II PROJECT ADDRESS: 1953 DOVE LANE D APPLICANT D JURIS. D PLAN REVIEWER D FILE PROJECT NAME: SOLAR PV ADDITION FOR COMMUNITY HOUSING WORKS D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. C8J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted here~with have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted !herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: C8:] EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: Email: Mail Telephone Fax In Person C8:] REMARKS: 1. Please finish the special inspection agreement from City of Carlsbad. 2. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans.(page 11 of the soil report shows soil engineer should review the plan and specification) By: David Yao Enclosures: EsGil Corporation D GA ~ EJ D MB D PC 12/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: NOV. 16, 2015 JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-3763 EsGil Corporation In IPartnersliip witli qovernment for CBui{aing Safety SET: I PROJECT ADDRESS: 1953 DOVE LANE E PLICANT RIS. D PLAN REVIEWER D FILE PROJECT NAME: SOLAR PV ADDITION FOR COMMUNITY HOUSING WORKS D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: SOLAR CITY D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Solar City Telephone#: 714-453-7487 /Date C<f!ltacted: \ ·1 I { "1--<by:'f\0 Email: Jacqueline.dean@solarcity.com ft::Mail I~~-Fax In Person D REMA~S~ \ '" v By: ALI SADRE, S.E. Enclosures: EsGil Corporation 0 GA iZ] EJ 0 M B 0 PC 11/05 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . CARLSBAD 15-3763 NOV. 16, 2015 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLS:BAD PLAN CHECK NO.: 15-3763 PROJECT ADDRESS: 1953 DOVE LANE OCCUPANCY= U; CONSTRUCTION = 11-B; STORIES= ONE; HEIGHT= 14' (MAX); AREAS= VARY (MAX) = 6,029; ALLOWABLE AREAS= 8,500 DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/05 REVIEWED BY: ALI SAJDRE, S.E. FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: NOV. 16,2015 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1 . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one correcte~d set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engim~ering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No ,CARLSBAD 15-3763 NOV. 16, 2015 • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012 UPC and the 2011 NEC. Remove, and replace all three notes under code summary on Sheet PV1. 2. A reminder that the revised plans & calculations need to be stamped and signed by the project engineer&/ or architect responsible for their preparation. CA Business & Professional Code. 3. Include the followin~~ code information for the proposed buildings on Title Sheet: + Occupancy Classification: U (Carports) + Type of Construction: 11-B + Sprinklers: Ye~> or No + Stories: One + Height: 14' + Floor Area: Type A: Area= .... ; Type B: Area= .... ; Type C: ..... ; etc. + Occupant Load~: One/200-s.f., Maximum = .... + Justify actual versus allowable area in Table 503 (as applicable); Allowable= 8,500; Actual = .... 4. Include the following information on the site plans to be redrawn to scale. Section 1 07.2. a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. b) Property lines/easements. c) Streets/alleys. d) Identify all the existing and proposed buildings and structures. 5. Specify the occupancy type & construction type of each existing building on site plans as well. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Please show the number of required and provided HC parking & van accessible spaces on plans. Section 107.2. 8. Show floor plans for all various carports as proposed on the site plans. 9. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall .CARLSBAD 15-3763 NOV. 16, 2015 and opening protection and roof cover requirements, per Section 705.3. An exception is provided if the combined area of the buildings is within the limits specified in Chapter 5 for a single building. If this exception is used, show how the building(s) will comply. Section 503.1.2. 10. When a new buildin!g is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meets the criteria of Sections 705.5 and 705.8. Section 705.3. 11. Exterior walls shall have a 30 inch parapet when they are required to be fire-resistance rated in accordance with Table 602 because of fire separation distance (see exceptions, Section 705.11 ). The uppermost 18" of such parapets shall be noncombustible. 12. For buildings on the same lot, opening protectives having a fire-protection rating of not less than %-hour shall be provided in every opening that is less than a horizontal fire separation distance of 15' of the wall in which the opening is located. Section 705.8.6. See also Section 705.8.5. 13. Projections shall comply with the following table. Section 705.2: FIRE SEPAIRATION DISTANCE MINIMUM DISTANCE FROM PROPERTY LINE (FSD) USED TO DETERMINE FSD 0 feet to less than 2 feet Projections not permitted 2 feet to less than 5 feet 24inches 5 fe1et or greater 40inches 14. Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire-resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Section 704.10. 15. Please see attached for HC accessibility requirements for carports. 16. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.1 0.1. • STRUCTURAL 17. The City Policy reqUiires a soils report for this project. Please submit a copy to the City for review and approval. 18. Specify on the structural specifications sheet the soil classification and the design bearing capacity oflthe foundation. Sections 107.2 and 1603.1.6. 19. Note Special Inspection is required as follows (CBC Ch. 17 & Sec. 107.2): Please add to Sheet S0.1: a) Steel elements. Special inspections for steel elements should be provided in accordance with Section 1705.2. .CARLSBAD 15-3763 NOV. 16, 2015 b) Pier foundation. Special inspection should be provided for pier foundations in accordance with Section 1705.8. 20. The City Policy requires that their Special Inspection From be completed, as per Sheet S0.1. This Form is available at the building department. 21. Please use amplified loads where required by Sections 12.3.3.3 or 12.1 0.2.1 of ASCE 7. In addition to the load combination specified in 1605.2 and 1605.3, use the special seismic load combinations per Section 1605.1 and Section 12.4.3.2 I 12.14.3.2 of ASCE 7. See the next two items as well. Show compliance for all cantilevered column elements design and anchorage. Please see the next few items as well. 22. Cantilevered Column Elements. The required strength of individual cantilevered column elements, considering only the load combination that includes seismic load effects shall not exceed 15% of the available axial strength, including slenderness effect. Foundation and other elements that provide for overturning resistance at the base of the cantilever column ellements shall be designed to resist the seismic load effects including overstrength factor of Section 12.4.3. Section 12.2.5.2 and must use the R factor from Table 12.2-1. 23. Foundation and other elements that provide for overturning resistance at the base of the cantilever column ellements shall be designed to resist the seismic load effects including overstrength factor of Section 12.4.3. Section 12.2.5.2. [Investigate the affects of the load combinations, as per ASCE 7-10, Section 12.4.3.2]. 24. Seismic Load Effect, SDC B-F a) Seismic loatd effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.2: E =pQE + 0.2SosD b) Maximum Sj~ismic load effect, Em. The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7 -1 0, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 Em = O.aOE + 0.2SosD 25. Please specify where detail 3/S2.0 is cross referenced on plans. Similarly, for those through Sheet S2.3. 26. The welding between column & base plate on detail 3/S2.0, is not pointed to the proper location. Similarly, for those through Sheet S2.3. 27. Please specify 1.5 extra turns at the top & bottom termination points for spirals on detail 1/S2.0. Similarly, for those through Sheet S2.3. ACI 318-11, Section 7.1 0.4.4. 28. Please note 48-db splice length for the spirals on detail 1/S2.0. Similarly, for those through SheetS2.3:. ACI318-11, Section 7.10.4.5. .CARLSBAD 15-3763 NOV. 16, 2015 29. Please specify the spirals maximum spacing is 3" clear. ACI 318-11, Section 7.1 0.4.3. • MISCELLANEOUS ITEMS 30. Please see attached for electrical & HC correction items. 31. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please! contact ALI SADRE, S.E. at EsGil Corporation. Thank you. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTIRICAL (2013 CALIFORNIA ELECTRICAL CODE) 1. On all of the single liine diagrams complete the existing service descriptions (typical): Voltage & number of phases. 2. Provide a complete signage description (typical): o Service disconnHcts: A new sign for the existing service and new service (line side PV) disconnect describing the number of, and location of all service disconnects per location. o Signage at all load centers describing function (PV) and the location of feeder disconnect. o Signage at each inverter describing the branch circuit load center location. 3. Grounding for new Service PV Disconnect (typical): An equipment grounding conductor is not included in the new service entrance lateral nor is required however, detail the neutral bond at the disconnect (and) include the new grounding electrode conductor connection from the PV service disconnect to the existing service electrode system. 4. For the (building) module racks include a grounding electrode design (conductor and electrode) onto the single line diagram. This does not apply to the awning carport modules, only the existing building roof modules. 5. Explain the community center building's electrode system. From the plans it appears to be two separate buildings that would have two separate electrode systems, one at each building. If this is thE~ case, the equipment/electrode ground at the module building would need to be bonded to that buildings electrode system as well as the standard grounding (See above). 6. Not to be Chicken Little but that picture on sheet PV32 is a little "sky falling"? What is that bus? The neutral bus? It appears to be bent and connected with some sort of (hinged) hardware? Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ·CARLSBAD 15-3763 NOV. 16,2015 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT-TITLE 24 The following disabled access items are taken from the 2013 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Show compliance with the following items on plans for the carports: • ACCESSIBLE PARKING 1. Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 11 B-208.2. 2. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B-208.2, the minimum number of spaces is: a) 1 for each 25 spaces up to 100 total spaces. b) 1 additional space for each 50 spaces for between 101 and 200 total spaces. c) 1 additional space for each 100 spaces for between 201 and 500 total spaces. 3. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows: a) On the shortest possible route to an accessible entrance, when serving a particular building. b) On the shortest route of travel to an accessible entrance of a parking facility. c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 4. Show that accessible parking spaces comply with Section 11 B-502.2 as follows: a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area. This loading/unloading area may be on side of the vehicle. b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. c) Each space is to be a minimum of 18' in depth. 5. At least one in every 1! accessible parking spaces (but not less than one) shall be served by an access aisle 8' in width and designated as VAN ACCESSIBLE, per Section 11 B-208.2.4. This loading/unloading area must be on the Q.S:,R.?!?'DH~ side of the vehicle. Alternately, the parking stall may be 12' wide with the access aisle 5' wide. Section 11 B-502.3.4. 6. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high & located so that it is visible to traffic officials). Sec. 11 B-502.3.3. 7. Ramps shall not encroach into any accessible parking space or the adjacent access aisle. Sec. 11 B-406.5.1. 8. Show on the site plan that accessible parking space(s) are to be located such that a person with a disability is not required to travel behind parking spaces other than to pass behind the parking space in which they parked, per Section 11 B- 502.7.1. 9. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 11 B-502. 7 .2. 10. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is :5 1 :48, per Section 11 B-502.4. 11. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 B-502.8.2. The sign shall be ~17" x 22" with lettering not :51" in height. Per Section 1129B.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning " .CARLSBAD 15-3763 NOV. 16, 2015 12. Show that all vertical entrances to, and vertical clearances within, parking structures have a vertical clearance of ~8'-2" where required for access to accessible parking spaces, per Section 11 B-502.5. 13. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: a) A profile view of a wheelchair with occupant in white on dark blue background. b) The sign shall ~70 in.2 in area. c) When in the path of travel, they shall be posted ~80" from the bottom of the sign to parking space fini·shed grade. d) Signs may also be centered on the wall of the interior end of the parking space. e) Van-accessible spaces shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility. f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. CARLSBAD 15-3763 NOV. 16, 2015 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALI SADRE, S.E. BUILDING ADDRESS: 19S3 DOVE LANE BUILDING OCCUPANCY: U; 11-B BUILDING PORTION CARPORT PV SOLAR PANELS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Type of Review: 0 Repetitive Fee -=~:J Repeats Comments: AREA Valuation (Sq. Ft.) Multiplier CB By Ordinance Complete Review o Other 0 Hourly EsGil Fee PLAN CHECK NO.: 15-3763 DATE: NOV. 16,2015 Reg. VALUE ($) Mod. 705,600 $2,655.261 $1,725.921 0 Structural Only 1---------~IH' @ • $1,486.951 Sheet 1 of 1 macvalue.doc + DATE: PROJECT NAME: PLAN CHECK REVIEW TRANSMITTAL SOlAR Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov PROJECT ID: CB15-3763 PLAN CHECK NO: SIET#: 1 ADDRESS: APN: VALUATION: This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checlklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: Gina Ruiz 760-602-4675 Remarks: Christopher.Giassen@carlsbadca.gov Linda Ontiveros 760-602-2773 Cindy Wong 760-602-4662 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov BUILDING PLANCHECK CHECKLIST C:lUICK-CHECKIAPPROVAL land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for Date: 5 Project Address: Project Description: INSTALL ENGINEERING Contact : Phone: RESIDENTIAL INTERIOR · RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIE:R OUTLETS 'OTHER: PHOTOVOL TAlC APN: 1 IN PARKING LOT. Valuation: Email: Fax: TENANT IMPROVEMENT PLAZA CAMINO REAL ..... COMPLETE OFFICE BUILDING r .. -··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··, OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: REMARKS: via on 11 5 -··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-·· E-36 Page 1 of 1 REV 4/30/11 PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 11/5/15 . PROJIECT NAME: SOLAR PANELS PROJECT ID: PlAN CHECK NO: CB15:3763 SET#: ADDRESS: 1953 DOVE LN APN: Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov [3:1 This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ/CHRISTER WESTMAN A Final Inspection by the PLANNING Division is required Yes 12SJ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions be required prior to the issuance of a building permit. Resubmitted plans shoLfld include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: JACQUELINE.DEAN@SOLARCITY.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: 760-602-46:1.0 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov [8] Gina Ruiz/ChristeJr Westman 760-602-4675/760-602-4614 Gina.Ruiz@carlsbadca.gov D Veronica Morones 760-602-4619 Veronica.Morones@carlsbadca.gov ENGINEERING 760-602-2750 Remarks: APPROVED PER GOVERNMENT CODE SECTION 65850.5 -SOLAR RIGHTS ACT Buikling Permit# NV5, West Inc. Report# DSA APPLICATION # DSAFfle# 739~ CONVOY CT., SUJTE 18 SAN DIEGO, CA 92111 Phonl!: (858) 715-5800 Contract# -'----------""""-i PROJECT# Page I ofl Date ~~~~~~~~~-~~~~~~~~~--------~---------Time Arrived ~~~~~~~~~.~~~~~~~--~-------------------Time Departed ~~~~~~------·------~--------~--------------------Spec# ----~--~~--~---Da\SCl!9<lred Pl~nFile# Notice to COmply NC# 0 Concn~te D R!NJ1fon:iri;$;~---~:fiP;;:re; .. pp;os;;"ttTT ensioned Tendon Steel D 0 sons 0 0 BatcltPian! Foundations D flreprop!ing T~ of Service Performed ACI.Tech D Masonry 0 Welding 0 Bolting 0 Metal Decl\ing [$) ~:U:..,.----- 00\:tmlenls Refererfcoo D Soils Report Man Pawer 0 RFI# RECEIVED MAR 01 2016 CITY OF CARLSBAD BUILDING DIVISION . This WOrk . WfjS o Was Not· The Work lnsp~ted . . ·Met o Did NQt Mt!efiM Requirements of !he AJ'pr()V® D.SA ~ments lnspfJC!ed , Tested •. l>lld Sampled in A.C.OOI:dam:eWith Ttie Work Tested D'. Met o Did Not Mee!The Requtrements of the Approved DSA Doouf!1ents Requil'em!lnts Of the App.roved DSA QO~lfacl Documents. Toe won< Sam teil o Met o Did Not Meet TheRe· oiremlliJ!s of!lle Approved DSA Documents CERTIFICATION OF C()MPLIANCE: To the best of my kno~ge, aUofthe observed worl( unless .otherwise stated, i!Sin CohforlT!imce With,tf:ie approved plans and specificatlon$·and the work~nanshlp provisions of the AppUcable cOdes, Inspector's Signature Approval signpture I N<\ll'le !Company RevleWedby -----.....-'-----'-'--~----Date R.eviewed NV5, West Inc. Report# DSAAPPLlCATlON# 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 Phone' ~858) 715-5800 DSA File# --'--'-'--_:_::::::::;:_: _ __j Contract# PROJECT# !'agel ofl Projec! Nama Projec! Location Coo tractor Suikflllg Permit# Date _:~~~~~~~~.~~~~~~~~~~----~--------~-- TimeAttlved ~~~~~~~~~·--'~~~=-~~~~-------------------- ·~~~~~~~--~-----~----------~~--------~--------Time Departed . Plah File# Spec# ~~~~~~~~~.~~--~ ~--~----~~~--~ D Nof~Ce to \Almp!y NC # Da!(:l C)!eared ~----------------'--~ I 0 Concrete D Reinforcing Steel 0 Pre-Po\l{Tensioned Tendon 0 AC!Tech 0 Masonry 0 Soils Type cl &!Mea PerfQmled I ·· · Welsling D Bol.ting 0 Firepr9ofing 0 Oflier Weal!ler Man Power --~~~----~ -~~~~--- 1 Di:>curnents Referenced D RFI # Type of Equipment Used· Calibration Oa!!:lS .~_...:.~~--'~~~'--'~--'--'--'--'--'~--'--'--'~--'--' ______ _ Samp!e '{ype: D Balch Pfant 0 Foundations. 0 Metal DeCking .!Q' Codes This Wort< Wa~ q .VIfas Not · Met t:1 Diii Not ME19tThe Re9uiremall!S~f llie';Ajl!lrbvea DSA Dogifllen!s .ln~fl!l, TestE!d. a11!l sampr~ilin.A~rdance WtW o Met iJ Did Not M~et'Jl;le R.equir~e!ils of the AJipfb~!:ld DSA [)Qcurrenis Requirements o!lheA!lProiioo DSA Contract Do1:umenls. Tl;le Wotk Sam ed • d .Met o Did Not MeeHhe irenienls ofllle · proved DSA Documants CER FICA TION OF COMPI:.l.ANCE: To ftie b.•~tor rriy kno.wl~dgf.!; all of th~ o~f.!rvedwor:k, unless oti!E!rwse stated, Is in Confonnance with th.e appr,oved . . plans and specifications and ttie: workmanship provistons ofthe Applicable codes, . $~ru.ctural Engineer: Professional Engineer: Inspector of Record: , lrispector'sSignature ~('!'(!ftrf:'t:Jrnet Cqmpany .::___.c_.c~~~~-_..:_-...;.__..:__..:_~_..:_~~-,--~~-" Reviewl'!d by MAR 2 2 2016 CITY OF CARLSBAD BUILDING DIVISION NV5 NV5 West, Inc. 15092 Avenue of Science, Suite 200 San Diego, CA 92128 T: (858) 385-21761 F: (858) 715-5810 CONSTRUCTION INSPECTION REPORT Project Name: CHW La Costa Paloma Project Number: _____ _:8..:0..:3 _____ _ Project Location: 1953 Dove Lane, Carlsbad CA. Date 2123/2016 Contractor: ClienUAddress: Time Arrived: ..:7..::0:=-0~A-':M':-::---------- Time Departed:-'1'-'1-'-:0:.:0:.;A:..::.:M:_ ______ _ Solar City/ MBL-Energy Weather: Sunny Amb.Temp.c6:.:5:...0_:F ___ _ Documents I Codes Referenced: Approved plans last revised on 1211012015, MBL Submittal1211812015 for Non-Shrink Grout and Detail 11S2.0 an NV5 West, Inc. representative and upon request, I arrived at the above mentioned project to perform sampling of the non shrink grout ng used as a transition between the HSS columns to concrete bollards for the solar panel structures, also that work executed was following all approved plans and documents. today the following are activities observed and recorded: HSS columns to concrete ballard transitions for the Solar Panel Array's 1, 2, 3 and 5 Non shrink grout by W.R. Meadows 588-10K Batch# Time batched Time sampled Consistency Mix Temp. Water #of 2x2 Cubes 8:12 am 8:16 am Fluid 65 degrees F 3.89 litres One set of 3-2x2 also verified that all Non shrink batches and surface preparation were in complete comformance with the approved plans, documents and manufacturer recommendations prior and during the Non shrink grout pour. work comply and was performed following the approved plans and documents. CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless otherwise stated, is in compliance with the approvE>d plans and specifications and the workmanship provisions of the I . ~ D i Certification #I Exp. Date ~~~~~~~~~~~~~N~o!~S~5~10Q;7~--------AC/#01060438 -1211212020 :;o m (') m --< m c Contractor Building Permit# NV5, West Inc. 7895 CONVOY Cr., SUITE 18 SAN DIEGO, CA..92111 Phone: (858) 715"5800 Report# DSA APPLICATION# DSAFile# COntract# .PRQJE;CT# Page I ofl Date ~~~~4-4-~~~~,4-~~~4-4-~~~------~--------------- Tfme Arrived ~~~~~~~~~:~~~~~~~~~-------------------Time Departed 4L~~~~~------------------~~----~------------~~ --'--_.::::===:_ __ _:_ Spec# Date Cleared -------------~---0 Pre:Post Tensioned Tendon r.lC# Reinforclng Steel Masonry 0 Soils llil Bolting 0 Fireproonng Weather Man Power --=-~------0 RFI# Calibration Dates Amount Made I Taken: 0 Balch Plant 0 Foundations 0 Metal Detklng til Codes RECEIVED MAR 01 2016 CITY OF CARLSBAD BUILDING DIVISION ThisWQ!i< Was r::r Was Not The Work lnspect!ld Met q Did Not MeetThe Requirements of the Approved DSA Doeuments Inspected , T esled, and Sampled in Accordance W'ith The Work Tested . n Met o Did Not Meet The Requirements of the Approv® DSA DocumentS Requirements of the Approv® DSA COntract Doct.lments, TheWork Sampled o Met o Did Nb! Meet The R uiiements of !he Approved DSA Doct.lments CERTIFICATION OF COMPLIANCE: To the best oftiljl kmWledge, aU of!he .obsehletl work, unless otherWise stated, is in Conformance Wl!h the approved plans and specifications .and the. workmanship proVisions of tne Applicable codes. Sthlttural Erygineer: Professional Engineer: _i~SW~WWW-----,---'---..-'-:--,J~~~ill!;L~----====-'---'------------,-----,'------Inspector .i:)f Record: Inspector's Signature Approval Signature !Name 1 CQmpany .LC---~-;?&..---,---,----"-,,-"'--]--------4--'--"'..;;:.;;""-+---""'---"-,+------,-----Dat~ Reviewed by I l NY5, West Inc. 7895 ~OY CT., SU1TE 18 SAN.DlEGO, CA 92111 '., ':"~ Phone: (858) 715-5800 Report# DSA APPLICATION # DSAFile# Contract# PROJECT# ~-:s··t; ~;· BEYOND ENGINEERING CONSTRUCTION-INSPECTION REPORT Project Name Project Location Contractor Building Pennit # ·<;:::,;:., .. · •.• ;.;">/? L'>··):-1;.,/ .,/~.e'?,.,"'CI<_'? .~~'fr'"i-#.·fAd Date & ~~~.:ur.,._,.t-k, t::;;;;;:,.~·-JS ~; ~-,r ·-~~.,.,,.~~ ~~~~-T ____L"C?"C<;--~ . _,de;')t>(~ ,r d} t,.-¥4k·' ·t·¥'~~~~"-;· --'--.11'-·f---.,..---Time Arrived ~-"""-~~ ' -;r •. \.-: ., ...... __ ~7i? ~"~"'"""; .~, --.:..-.. ·-·>']_,_ Q ~·~· . "'~..!c- )0< ..rg.-7 (('"'"' i?,...<;:··· ./ '".7<7~·"'" · ~"::·._-;.~-"-"----------Time Departed ~ ' · .. ~o;;;:•h ·/""' Spec# 0 Field Report 0 I(JC # Date Cleared }: ·, 0 Reinforcing Steel 0 Pre-Post Tensioned Tendon Type of Service Perfonned 0 0 0 Concrete ACITech Welding Other 0 M~sonry ¢~"Boils 0 BdiDng 0 Fireproofing ;\ .• W~ther Man Power Plans I ·------' ._,.~,.;,...:"""'~ ....... -"'----: Documents ReferenCed 0 Soils Report 0 Dated tJ ·Specs./ Dated 0 RFI# Calibration Dates 0 Batch Plant ,J.3:::,.· Foundations 0 Metal Decking 0 Codes Type of Eguipm(:Ont \)sed_ ... l~-, .;::::~w'f-: ti¥?'!1:.1,.;;.,. 0 Sample Type: ------------~-~~ This Work Was o Was Not The Work Inspected Met o Did Not Meet The Requirements of the Approved DSA Documents Inspected , Tested, and Sampled in Accordance With The Work Tested o Met o Did Not Meet The Requirements of the Approved DSA Documents Requirements of the Approved DSA Contract Documents. The War!< Sampled o Met o Did Not Meet The Requirements of the Ap roved DSA Documents CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless otherwise stated, is in Conformance with the approved plans and specifications and the workmanship provisions of the Applicable codes. lo.~&'~ Signature Approval Signature I Name I Company Reviewed by .,. ~Project Name Project Location Contractor Building Permit# Type of Service Performed D D D D Concrete ACI Tech Welding Other NVS, West Inc. 13092 Avenue of Science, Suite 200 San Diego, CA 92128 Phone: (858) 715-5800 0 Notice to Comply NC # ,W Reinforci; Steel D Masonry D Bolting Weather L~/' '~------ Documents Referenced D Soils Report D Plans 1 Datecl D Specs. I Dated Report# DSA APPLICATION # DSA File# Contract# E'C:.s -PROJECT# Pagel of l Date T1meAmved Date Cleared D Pre-Pos!Tensioned Tendon 0 Soils D Fireproofing D !Batch Plant D Foundations D Meta! Decking Man Power t/ r ---·~w-~------------4 0 RFI# D Codes Calibration Dates l Type of Equipment Used D Sample Type: ~~¥~£/! Amount Made i Taken: ~v~:l_ _________ _ / ~ , I I f/ ' J ;r , FEB 0 4 2016 This Work 0 Was::; Was Not The Work Inspected CJ Met o Did Not Meet The Requirements of the Approved DSA Documents Inspected, Tested, and Sampled in Accordance With The Work Tested IJ Met CJ Did Not Meet The Requirements of the Approved DSA Documents Requirements of the Approved DSA Contract Documents. The Work Sampled 0 Met 0 Did Not Meet The Requirements of the Approved DSA Documents CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless othervvise stated, is in Conformance with the approved plans and sp•ecifications and the workmanship provisions of the Applicable codes. Structural Engineer: ------------------DSA Regional Office: Professional Engineer: School District: Inspector of Record: Architect Inspector's Signature Reviewed by Project Name Project Location Contractor Building Penni!# 1 j 'NVS, West Inc. CO!\,'VOY CL, SUITE 18 SAN l;)fEGO, CA 92111 Phone: (858) ?'15-5800 'Report# DSA APPLICATION # DSA File# Contract# -------------1 PROJECT# Page Date Time Arrived Time Departed Spec# 0 Field Report 0 Notice to Comply NC # Date Cleared Type of Service Perfonned Documents Referenced Type of Equipment Used , 0 Sample Type: ./ 0 0 Concrete 0 ACITech 0 Welding 0 Other Soils Report 0 Plans/ Dat,a<f n • "'-··---::;.... --'lh sl.fTofl( 'Was d Was trot ~ ' ""'""' Inspected , Tested, and Sampled in Atcordance With 0 Reinforcing Steel 0 Pre--Post Tensioned Tendon 0 Masonry ~ ..... «oils 0 Bolting 0 Fireproofing Weather ·~ .• :5,:; <.1 :G?::~-(;11 ~Man Power 0 Specs. I Dated .~ 0 RFI # Calibration Dates 0 Batch Plant l;k~.Eoundations 0 Metal Decking 0 Codes Requirements of the Approved DSA Contract Documents. The Work Sampled o Met o Did Not Meet The R uirements of the Approved DSA Documents CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless otherwise stated, is in Confonnnance with the approved plans and specifications and the workmanship provisions of the Applicable codes. Structural Engineer: DSA Regional Office: Professional Engineer: School District: Inspector of Record: Architect ------~--~-----~~----~r---~ -~-------------T------------------------------1 \ __ (:;~~ /:,_·4(~·t;;:,_·· -~-·""-::>""~··":...;..,F:R';::.~f..~r:"'~ .. ""')('"',;~,·~~ '::;.~.; ... ;;y~1~·lt~~""r"-~·~·-_~_-·_·-_· ·"_· __ !I:~~g~l:s Signature Approval Signature I Name I Company Date Reviewed by Date Reviewed I I L I BEYONO ENGiNEERING -. Inc. 7895 CONVOY CT., SUITE 18 JA 2 7 ~DIEGO, CA 92111 N 2 ~ne: (858) ?15-5SOO Report# DSA APPLICATION # DSAFile# Contract# PROJECT# r~:":itt~~~} ~~ ,,..., Page 1 of I """'' Date ~~~------------------------------Project Name Project Location Contractor Building Pemnit # Time Arrived 2-~~~~~~~~~-~--~~~~~~~---------------------- 0 Field Report .0 Concrete --"" --~ -~- Type of Service Performed 0 ACi Tech 0 Welding 0 Other Time Departed -----~------------------------------Plan File# Spec# ·-------------------0 Notice to Comply NC # Date Cleared ---------------------0 Reinforcing Steel 0 Masonry 0 Bolting Weather 0 Pre--Post Tensioned Tendon D -·sons 0 Fireproofing Man Power ·---,.------0 Soils Report 0 Plans I Dated Documents Referenced Type of Equipment Used 0 Sample Type: 0 Specs./ Dated Amount Made I Taken: 0 RFI# Calibration Dates 0 Batch Plant [l Foundaoons 0 Metal Decking 0 Codes This Work . The Work Inspected . .,··:&let o Did Not Meet The Requirements of the Approved DSA Documents Inspected, Tested, and S The Work Tested oMet o Did Not MeetThe Requirements of the Approved DSA Documents Requirements of the Approved DSA Contract Documents. The Work Sampled o Met o Did Not Meet The Requirements of the Approved DSA Documents CERTIFICATION OF COMPLIANCE: To the be:st of my knowledge, all of the observed work, unless otherwise stated, is in Conformance~ with the approved plans and specifications and the workmanship provisions of the Applicable codes. Structural Engineer: Professional Engineer: Inspector of Record: Architect Inspector's Signature Inspector's Name i' IJ. . Approval Signature I Name,company Reviewed by Date Reviewed ~ II I ! 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TM Sil!!:>lB 11l"J% -mf.J""""'~1t>ilr!)!lantlllollii01n ~he USA. -q~os!IIU;TA~rt~ r·h..-e!lvcariliY1Mtl!iubow:tal$a;a_,..~e --~------~~----------------inlill!l'!!OOrd•tirALTONSJ'EEt.11\ltonl'llAATED S"tEc-lb!d ~ml """'''lii> I!SO'ore me, a ~ Publlr:, In and I'm" t!Je-c.'ll!ll\y aiM!<Ili<UH, S!ll~>a<'ld.lmn!ll$ tills _____ fl>lo{ri. -------- IW·rommls&ln~.__ ________ _ .n li OJ O~l:lPl·! 0.0000 0,00!9 ti.Dil!lll 0.00&1 0.0017 1S6 172 Stclfast Inc. 22979 Stelfasl Parkway Strongsville, Ohio .Report of Chemical and Physical Properties 44149 Issued To: GC Fasteners Inc. 1772 Rogers Ave, SANJOSE, CA 95112 Ouantitv: 630 Part#: A2HH01500C Description: 1-112-6 Hvy IlK Nut2H c 0.44 Mn 0.55 p s 0.014 0.013 Minimum Temperin~ Temp. Result of24 Hr. Temper Test Hardness (Core) Proof Load Macro Etch Test Grade Markings Purchase 01rder: 24263 Stelfast 01rder: SO 67923 Certificate#: 571.529 v'tot Number: 2015031003 Yi'ieat Number: 14602129 Country of Origin: CN Chemical Analysis Si Cr Mo V B 0.24 Mechanical Properties 1000 F 20.0-21.0 HRB 21.5 • 25.5 HRC 175KSIMIN. Sl. Rl. Cl ASTM A194(08)-GR.2H Ni Cu We hereby certifY that the above data is a true copy of the data furnished to us by the producing mill or the data resulting from tests performed in approved laboratories. Stelfast does not certify to customer's part number. This certificate applies to the product shown on this document, as supplied by Stelfast Inc. Alterations to the product by our customer or a third party will render this certificate void. &oiJll:_ J)avid IJiss Quality Manager January 07,1016 Scanned by CamScanner Page I of I 1~ REVISED STRUCTURAL CALCULATIONS BEACON PHOTOVOLTAIC SOLAR STRUCTURES PROJECT: Basis of Design: LA COSTA PALOMA APARTMENTS 1953 DOVE LANE CARLSBAD, CA 92009 PREPARED AT THE REQUEST OF: Solar City 3055 Clearview Way San Mateo, CA 94402 December 10,2015 1. 2013 California Building Code Table of Contents Loads 2. ASCE 7-10 3. AISC 14th Edition (360-10) 4. ACI 318-11 Structure Design Module Spec Sheet 1-3 4-75 76-77 The calculations provided in this packet have been prepared exclusively for specific applications in accordance with accepted engineering practices. No warranty, expressed or implied, is made. In the event that modifications in design of the structure occur, the conclusions and recommendations contained in these calculations should not be considered valid unless the modifications are reviewed and these calculations are modified or verified with written consent. MBL Energy and Neal Shah's scope of work is limited to provide sufficient strength and serviceability of the structural steel solar frames based on the latest building code limitations. MBL Energy and Neal Shah are not accountable for any damage caused to the solar panels and its electrical features, wire 1698 Rogers Avenue, Suite 40 I San Jose, CA 951 12 Tel 888-885~440 I I Fax 408-521-2131 I www.mbl-energy.com ('J~I ~ .. ~1 ~ 3 MBL Energy 1698 Rogers Ave, San Jose CA, 95112 La Costa Paloma Apartments: Design Criteria Site Address La Costa Paloma Apartments 1953 Dove Lane Carlsbad, CA 92009 Building Code 2013 California Building Code ASCE 7-10 Site Specifications Wind Speed Degree Tilt Exposure Sos= 110 mph 7 degree c 0.760 Basic Load Combinations (Section 2.4.1) D D+O.GW D+0.7E 0.6D+0.6W 0.6D+0.6E PerCh. 12 (1.0+0.14S05)D+O. 7E (0.6-0.14S05)D+0.7E MADE BY SHEET NUMBER AT CHECKED BY 1 NS MBL Energy 1698 Rogers Ave, San Jose CA, 95112 La Costa Paloma Apartments: Structure Design Wind Pressures Wind Analysis (Directional Procedure) 2013 California Building Code Chapter 16, ASCE 7-10 Chapter 27 and Chapter 30 6.5.3 Design Procedure 1. Basic Wind Speed (V) (Fig 26.5-1A) = 2. Wind Directionality Factor (Kd) (T- 26.6-1) = 3. Risk Category = 4. Exposure Category (26.7.3)= Velocity Pressure Exposure Coeff. (K,) (T-27.3-1) = 5. Topographical Factor (K,)= 6. Gust Effect Factor (G) (26.9) = 7. Enclosure Classification (6.5.9) (6.2)= 8. Factored Internal Pressure Coeff. (GC,;) = 9. External Pressure Coeff. (C, or GC,,) or Net Pressure Coeff. (CN) Main Wind-Force Resisting Systems (Fig 30.8-1) 10. Angle of Solar Panels From Ground Level ( 9)= System Design: Wind Analysis (DirectionaiProcedurel (Cont). 110 mph 0.85 c 0.85 1 0.85 Open NA See below 7 degrees Rack system Net Pressure Coefficients (CN) (Fig. 27.4-4) Monoslope Wind direction oo Wind direction 180° Angle Load Case Clear Wind Flow Clear Wind Flow CNw I CNL CNw I CNL 0 A 1.2 I 0.3 1.2 I 0.3 B -1.1 I -0.1 -1.1 I -0.1 11. Velocity Pressure (qh) (27.3-1)= .00256V'*K,*K,*Kd= 22.4 psf 12. Design Wind Pressure (p) = qh *G*CN Ultimate Design Wind Pressure (p)-qh*G*CN Wind direction 0 Wind direction 180 Angle Load Case Clear Wind Flow Clear Wind Flow CNw I CNL CNw I CNL 0 A 22.8 I 5.7 22.8 I 5.7 B -20.9 I -1.9 -20.9 I -1.9 ASCE 7, Note 3: for values of 8 less than 7.5, use load coefficients for oo Minimum of 16 psf wind pressure MADE BY SHEET NUMBER AT CHECKED BY 2 NS (MWFRS) Solar Structure Wind Pressures MBL Energy 1698 Rogers Ave, San Jose CA, 95112 La Costa Paloma Apartments: Structure Seismic Design Parameters Seismic Criteria 1trt?.f'~['l15 O~itm M$fl$ &..irtW~l-Wy Repf$"1 .USGS Design Maps Summary Report User-5pecifled Input Report Tide L~ Co•ta Piiloma ~on Octob!>!r-12, .iHHS 10~0-4:4'1 G~'(; 5uilding Code Refe...,,..ce Docum<mt ASCE 7-10 Sta"oard v't<L~':';'O Site coordinates 33.103s6•N, 117 .2S425"W Sit<o SO>il Chs>l<iflcatlon Site Class D-"Stiff Soil" Risk Category l/!l/H1 usGs-Provided Output s,.. 1.059!) s,"' 0,409 g s,. = 1.140 g s,, = 0.651 g s~•"' o.76o 9 s!nol. == o.A 34 9 Nr ~nformation ..on hov"' the-55 and S1 values a'hov!7 have bi.F$n o:.:alc,llated tr-u-m pn.,HHlbil!totic (r~sK""'ter.g~} a,..,r,: -det~rminis-Hc gnhJl'!t'l motions t.r; lh% d~te~\bn uf ttHtx:itt"H1n'l bdrit:tu·,~al tl1!$iJ'OtH>111~ please retuf'r~ to the ~'"lt:;illeat;m; "'nd s.-!:!lect thi!!l "20U9 Nt::HKP"' OOJdir'ig <:od-e rt..feren-ee dore:umi'.!M. Nonbuilding Structure p= Qo= R= C,= Load Combinations 0.760 1.0 1.25 1.25 0.61 1.106 D+Oo*O. 7E 0.494 D+Oo*0.7E Ordinary Cantilevered Column System, Table 12.3-2 S0JR 1.106D+0.875E 0.494D+0.875E MADE BY SHEET NUMBER AT CHECKED BY 3 NS Calculated By: Checked By: Weld Tab Desif:!n .1' t Plate Design TW= 6.416667 ft TL= 27ft CD= 7 deg TA= 173.25 ft2 Wp= 2.91 psf We= 7.12 plf Ww= 20.9 psf C= s 0.61 p 0.6D-0.6W= 1475.854 lbs Vo.7E= 297.49 lbs Vo.6o-o.6w= 418.64 lbs h= 4.5 in M= 1883.90 lb-in y= 9 in b= 6 in t= 0.25 in Z= 0.094 in3 Fy= 36 ksi tributary length (panel height) tributary length (spacing) 0.122 radians tiburtary area (TW*TL) module weight C purlin weight wind load (uplift), see sheet 2 see shee 3 (wp *TW+wc)*TL+0.6ww*TA horizontal seismic force horizontal dead+wind force Yplate/2 Vh plate height plate width plate thickness tb2/4 MN= 3375 lb-in FyZ Ob= 1.67 MnfOb= 2020.958 lb-in DCR= 0.932181 < 1 OK I Use 1/4" x 9" x 6" ASTM A36 Plate I Check Weld . P o.6D-o.6w= FExx= tw= 1475.854 lbs 70.00 ksi 0.1875 in bw= 12.50 in Fw= 34.79766 k Vv/Fw= 0.042 < I use 3/16" Fillet Weld All Around (wp *TW+wc)*TL +0.6ww *TA weld strength weld thickness weld length 0.3xFExxX. 707xtwxbw 1 OK I Sheet: AT NS 4 Calculated By: AT Checked By: NS Structure Design Loads-6 High-52.0 TL= a= Dzee= Ypanel= Xpanel= Wpanel= TW= C= s Wdownl= Wdown2= Wupl= Wup2= Po= Pwdown= Pwdown= Pwup= Pwup= PE= 25ft 10ft 7.12 plf 6.42 ft 3.25 ft 2.91 psf 6.42 ft 0.61 22.80 psf 16.00 psf 20.90 psf 16.00 psf 645.09 lbs 3657.50 lbs 2566.67 lbs 3352.71 lbs 2566.67 lbs 393.51 lbs tributary length (column spacing) maximum cantilever 12" 12ga Trina Module tributary width (module height) see Sheet 3 see Sheet 2 (wp *TW+Dz)*TL Wwdl*TW*TL Wwd2*TW*TL Wwu1*TW*TL Wwu2*TW*TL Po*Cs ~--------------------------------~ Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. Sheet: 5 lix -.645k -323k ,~ ·---.. 1 ,~~N3 -.645k -.645k -.645k -.645k ,,. ~~ -.323~~~ N2 N4 Loads: BLC 1, D Results for LC 5, D Z-moment Reaction Units are k and k-ft MBL Energy AT 5.659 Sheet-6 La Costa Paloma - 6 High 6 high.r2d lix -3.658k -3.112k -2.567k -3.658k\ . ~' -1.829 N2 N4 Loads: BLC 2, W Results for LC 6, W Z-moment Reaction Units are k and k-ft MBL Energy AT 3.407 ~~·2295 18.532 La Costa Paloma-6 High -2.567k -1.284k N3 Sheet-7 6 high.r2d lix Loads: BLC 3, -W Results for LC 7, -W 1.677k 3.353k Z-moment Reaction Units are k and k-ft MBL Energy AT 2.567k 2.567k 2.96k 3.353k -17.624 4.725 2.183 Sheet-8 La Costa Paloma-6 High 6 high.r2d Eix .394k ... . 197k --....... ..,..N4 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy AT .197k _ .394k ~~oo...~N3 .394k==--.......-------==--.394k====Pf.dl/.2~-- .394.k_::: =:c=-1""~--N2 -2.364 Sheet-9 La Costa Paloma-6 High 6 high.r2d Company Designer Job Number Model Name Hot Rolled Steel Properties Label I 1 I ASTM A500 GrB MBL Energy AT La Costa Paloma - 6 High E [ksi] G[ksi] 29000 11154 Joint Coordinates and Temperatures Label XJftl 1 N1 0 2' "''·;: N2 2 ·,, '•, c i, •, 0 3 N3 18.167 4 '> '; '/ ''''' ,,,,, '''''''' N4 ' " ,., ~18.167 ' Joint Boundary Conditions Joint Label N1 Member Primary Data Basic Load Cases BLC Descrmtion Cate_g_o_rv X Gravit'L 1 D DL 2 '"' w ,,,' LL ·;, ,• 3 -W WL 4''' E'' WL Load Combinations Nu .3 '' ,, ''''''' y '.c,, , I' G '. > Dec 9, 2015 Checked By: NS I .65 I .49 Therm (\1 E5 Fl Density[klft"3] Yield[ksi] 46 y [ftl Tem--'2JF1 2.5 0 13.25 ,,·· .. cf'' '0 15.5 0 > 11 .;/: ''''''''' .c:'< ' >' ·;c,o,······ Footin ravitv. Joint Point Distributed -1 7 ''' ·c C' , ,,.;:· 7 ;. 7 >.;, .;< •:' / 7 ; Descrimion So .. .P ... S ... BLC Fac ... BLC Fac .. BLC Fac ... BLC Fac .. BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac .. BLC Fa c ... 1 D+0.6W Yes y 1 1 2 .6 2;, o:6Dii0:6W Yes y ''''''' 1 ·;6 !3 :6 ·,, I: .,,., 1\,, + "''' ,,,, lc ,,, 3 1.1 06D+0.875E Yes y 1 1.106 4 .875 4•. Q.A9414.t0,~75E. Yes y <" "1 .494 '4,, .875 ..... ..... ,.< l'·c < rec:< ...... .... . .... ;,,, . ..... ········· ... 5 D y 1 1 '6 . ·w:',. 'Y' .;;. 2 1 ·> jo.;" <,; 1·. . c<', ....... ,,,;' ,;;;;,··· I ...... ...... 7 -W y 3 1 8'''' E:.oc; '·y, 4 1 ;·; ·.·: ;: •' I· ;<,; +,:;¥· f' \[.' i·· '"·; 1:.:: Member Point Loads CBLC 1 : DJ Member Label M2 ··,M2 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\6 high.r2d] Page 10 Company MBL Energy Dec 9, 2015 Designer AT Job Number Checked By: NS Model Name La Costa Paloma-6 High Member Point Loads (BLC 1 : DJ (Continued} Member Label Direction Maanitudefk k-ft1 Locationfft %1 3 M2 y -.645 12.076 4 ......... • M2 ._ .·< ... ...... !_7;._;. {· y -_· .. · -.645 j •• . ·i . ..,... . 18.535. ;;;< 5 M2 y -.645 24.993 ··e . > M2 : ........._ •••.. .:i bcx ... y• ..• .. -.645 ._ ... .... /3~:4"5~ 7 M2 y -.323 36.304 Member Point Loads fBLC 2 : W) Member Label Direction Maanitudefk k-ft1 Locationfft %1 1 M2 v -1.829 .308 " 2 .. .... . ··· M2 .. ........... :.;: . ··v .• .· ..... ...... ~3;15$8' .'· ...... .{ ... .. ~···"-•5r6:~-9 ............. · ....... 3 M2 v -3.658 12.076 4 M2 .· •. v. .--~3:t1~t / . :~ ... 8it>Ji!'j 5 M2 v -2.567 24.993 6 ... ..... ... M2 .. . v • . .. ,..,2,567.'··· ... 1""- ... ··· 31.451 .· .... ,: 7 M2 v -1.284 36.304 Member Point Loads (BLC 3 : -W) Mem.ber Label Direction Maanitudefk k-ft1 Locationfft %1 1 M2 v 1.{377 .308 2 .• ..... ..... • M2 ...... .... _.· ... ·v < .3.:35.3 •. ._... > ;-• ./ .. ._ "5]319 .... ·:•" 3 M2 v 3.:353 12.076 4 .. M2 . ..... ........ v ...... . . 2.96. ; .···· ... 18.53§'"" 5 M2 v 2.567 24.993 6 . M2 ;r . ............ I • ... v.--...... ·····.·.·.· 2.567 . · . ... .:.-·31.45~ ...... 7 ' M2 v 1.284 36.304 Member Point Loads (BLC 4 : EJ Member Label Direction Maanitudelk k-ft1 Locatioolft %1 1 M2 X .197 .308 2 .:·Mz ,.•· .. ·• X .. . .~194 .. ....... !' .• ·.·· ..... ;.::·····•···!~i':E:f'l'9 • . ......... ;-....... 3 M2 X .~194 12.076 4 .· .. · M2 . ._ .:• .. X ._ ._ ...... .:·· .~194.•-.·.·.· •• 18.535 :.:/ 5 M2 X .394 24.993 6 •• ···M2 . .... · X .... , .: .. • .-~l94)•."· •.. . I" .... 31.451 .. _ ..... ,~-... 7 M2 X . '197 36.304 Member Section Forces LC Member Label Sec AxiaJIIsl Shear[~l Momentfk-ftl 1 1 M1 1 16.778 1.347 -1.086 3 3 16.575 1.347 -8.328 4 .· 5 5 16.372 1.347 -15.57 . /··· M2. .... 7 2 -.161 -4.591 24.088 9 4 .161 3.616 19.944 11 2 M1 1 -7.179 -1.315 -2.374 13 3 -7.301 -1.315 4.692 14 ..... •j"··················· ......................... . 15 5 -7.422 -1.315 11.759 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\6 high.r2d] Page 11 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 6 High Member Section Forces (Continued) LC Member Label Sec 17 2 :;,18 ·:;•i:Uf';c.,, .· .. < 3 19 4 20 ·< it .. ' 5 21 3 M1 1 .22 ... ,. ' J'.·F '', .·. ,,,,, ', ,,,,,,, 2 23 3 24 ''' ~{ic,,,,,::: .... ·:::: ... ···· ~ ... , .. ,, 4 25 5 26 3 I' \• M2 ' 1··· 27 2 28·· '':. '' : 3 29 4 30 ';,, ' i ', 5 31 4 M1 1 32 ''sX}c: ••.• . ' ... 2 33 3 .. •34 "''\c·:.J.~ ... ·' 4 35 5 36 4'' : :.,, ...... M2 1 37 2 .3.8 2:{;:, t •, ·"'.:;: ., · .. ''' '''''' 3 ,' 39 4 '4@ '/'"''•'c:;;i).,·-..,, ,, : ·, ,, 5> Member Section Deflections LC Member Label Sec 1 1 M1 1 '2• , ........... , ., . •;'' "·.·· "'"' '', ·· .. ',, 2 3 3 4 .. .r:: ... ···.r;;:, ,,· .·. 4 ,', 5 5 6 1'''. ', , ........ :,,.:·, M2 f'' •.. 7 2 '>tf,:, '· ... '''''' ''''''''' ,,,,,,, ... , ... '·•. ' :·3 ,,,,, 9 4 >•tO. . ,;.;:;.····:,.::'"' ':c:.. ...... ,. •. ·;:~,, ' " '' 5"'- 11 2 M1 1 1!:> ........ ' '"'~: 2 13 3 '1'4 !) ........... ......... < 4 '• 15 5 16'; !.•"2 · ... " M2 "' •·. 1 17 2 fi8•·• I:;'~ , ... •:• .:3 19 4 r:20. ~~·''.'' 'v•;·, ..•. ''c: ' ,,,, '''''' .·,· .. ''''' 5 ''' 21 3 M1 1 '~ ···.+"'.'' : .. L=_''}•._ =·······'l············· ' . , .. ,,,,,,,2 .... 23 3 24, ';;,:' ,,, ' ., ... .. ; . '. 4 25 5 26. : '''<'3.'' ' .. 1·····. ';, M2 . .; 1 27 2 28' ·•;:.;: .... ::..: '.·• ·•' ' . 3 Axialfkl -.097 .218<' < .097 ' .•. 'Cl I 6.2591 ... ·.•, 6.:147 6.035 .c'_ 5~922 5.81 0 .335 -.797 ' -.335 0 •· ..... 2.796 2:?46' · .. ···· 2.695 '2:645' 2.595 ;> :.0 ... '''' .433 .. -,1.018 '''' -.433 GJ x finl 0 :..@02> .· '·,. -.004 ~.0@6 ' . -.008 '·•·' -.145 -.145 ''' ..... 145 ''' -.145 ' _:::. -J45' ... · .. 0 ' .o ': .002 ' .003 .004 •:: .055 .055 .ass···· ... ..;; .055 ,,,,, .055' .. 0 <; :. 0 -.002 ··.•· -:.Gl02 -.003 .397 .. .397 .397:i, > Sheadi~J 2.234 ; 'i:3i87 -1.528 . " ', ·:. \0<;··· ' ,. 2.098 Dec9, 2015 Checked By: NS Momentrk-ftl -11.997 -41.645 -8.789 .·• .. 0 23.313 ,·' 2:1~963.' U•;e · . 17.674 2.098 12.034 .. ··, 2:098 ' > 6.395 '', 2.098 .755 0 .. ' ' 0 ' -1.505 7.708 3.38 '', :' 28.648 ·'i .. · 1.499 7.999 ~.006 .••. ·. 0 2.081 22.711 ' ''2:081 ' '<17.118• 2.081 11.524 •f,•, ,,;cl?)()SfP '2'<. ... ,. 5.93 2.081 .336 > .......... , .. ,GJ01;.;.:c·. \ 0 -.706 3.617 ,' .: .. 1:589<"• ,J ' 13.426 .702 3.744 -006 0 v finl In\ Ltv Ratio 0 NC .003 ',, NC ·.··•· .02 6340.085 :. ... @64 ' .... '2017.855 .145 890.361 .. .·.· .. -3.943 219:614 -1.482 953.933 ,, :o1 225:013 -.566 319.029 ,,,,,, -:1.943 ,,,, '·'"'NC 0 NC <·• >.':@03c't''~. '·( ....... NC' .002 NC .•• , -.014 9181:366 -.055 2326.254 :'• .. 1.991 353:618 •,' .754 NC ~.ob3' . •'. 584.579 .198 797.992 ·''·".748 ·Nc 0 NC ······,:.,~035 ...• ' 37~J)78 '''' -.125 1034.263 ', ' ·: -.252'' ' ... ' 511:158 ..•.. ···: -.4 322.492 ''.; -.07'9' .••. ··. !' ·Nc .091 2587.192 '~:052 NO· ' RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\6 high.r2d] Page 12 Company MBL Energy Designer AT Job Number Model Name La Costa Paloma - 6 High Member Section Deflections (Continued) LC Member Label Sec x linl v linl 29 4 .397 -.945 30 ' .·· .7 . c· > 5 :397 f .... -2.1.63 { .. ·· 31 4 M1 1 0 0 32 s . ·"' 2 ,··: oc· ;, 7·.; ;.; .· <0347· 33 3 0 -.121 34 .. .. .. •,>; . 4 ·.· -.001 •; ; ,;;.245" 35 5 -.001 -.386 ·36; .• ;.··4_· .. . ; Kll2f ~ ;·; 'f ./··;; .384 ' .··. . ;· .. 4"39 37 2 .383 .269 38 ·.c, ... ,;:.· c. ,.> .( . 3 ':383 · .. -.049 39 4 .383 -.718 40 .. ;· ' .c7.: I 5 .·' 7 :3"8'4 '; 7;; ':..1.539 ; 7 Member AISC 14th(360-10): ASD Steel Code Checks LC Member Shane UC Max Lodftl Shear UC Lodftl Pnc/om [kl Pnt/om [kl 1 1 M1 HSS10x10x5 .210 10.75 .015 0 284.44 305.749 2 7 1 1VI2 HSS10x:1 Ox:5 '""'' .993· ~ 2 18:$Q6 .098 18.306 132:211' 305t7497 3 2 M1 HSS10x10x5 .149 10.75 .015 0 284.44 305.749 4 2i M2 HSsiox1Qxs 0 .4857 18.306, .044 ta:so6 132.2'7 305.¥:49 5 3 M1 HSS10x10x5 .282 0 .024 0 284.44 305.749 e 3 ,;,'c"'M2'"' .,'•. HSS 10x1 Ox'S !·····,,'':334 :t8:306 ·:o3a..._ 18.306 132\27 305:749 7;· 7 4 M1 HSS10x10x5 .269 0 .024 0 284.44 305.749 8 4, ... · M2 HSS10x10x:5 . :1"58 j8.309 .018 18,306 ·. "132.27 "305.749 Dec 9, 2015 Checked By: NS ( n) Ltv Ratio 507.195 ·'·' 210.858 ,' NC ;. ., 3816.887: 1064.945 7; .. 527.581 333.818 .•. · ... ·. NC .. .. 2573.58 I·· 899.938 .; 379.596 e' 222.066 Mn/om rk-ftl Cb Ean 86.034 1.593 H1-1b ''<86i034 h553 H1.:.1h 86.034 1.926 H1-1b 86.034 1;5.63 H'1,;:1b 86.034 1.631 H1-1b Jil.tfb34; H>$5 H1:,Ab 86.034 1.65 H1-1b 86AJ34 .•. ·., 1.535' H1·1b !Check Se1sm1c Ax1al at Column. M1. LC3 Max Force= 6.295k/284.44k == 0.022 = 2.2% < 15% Joint Reactions LC Joint Label X [k'l Y[kl MZ [k-ftl 1 1 N1 -1.377 16.778 -1.086 2 1 ,;> .·· Totals: ., .. ··' / .,' -1.377 < ;;16(778 7 ··~' .•. .:·. 3 1 COG (ft): X: -.92 Y: 13.006 , .. 4 ... 2 N1 .. ' ·"7 .•. 1.31 I • ·•·· ~ 7i1'79 .... .. ~2.314 5 2 Totals: 1.31 -7.179 ·6 2 ·' COG (ftt x ;t'"· X: .:.1.619. . Y: 13'l~32 .... · ... _2' •.'' 7 3 N1 -2.068 6.259 23.313 "'8 .3 .c.; Totals: ... : ........ 62.:0613 <•, .• 6.259 > I.• , ••' ,· . 9 3 COG (ft): X: .131 Y: 12.881 10 4 Nt" :•t ·<%;••· ..;2;068 ... ;· .... 2.796 .; h·; '22.711 ,i 11 4 Totals: -2.068 2.796 12 4' "'~ , .. { COG·(fh: ... :• ,§if x:d31. ... , ... , Y: 12.881 ."· 1 ... > c.' , ... i RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\6 high.r2d] Page 13 Calculated By: AT Checked By: NS Sheet: 14 Structure Design Loads-3 High Down-52.1 TL= 24ft tributary length (column spacing) a= 10ft maximum cantilever Dzee= 7.12 plf 12" 12ga Ypanel= 6.42 ft Xpanel= 3.25 ft Trina Module Wpanel= 2.91 psf TW= 6.42 ft tributary width (module height) C= s 0.61 see Sheet 3 Wdownl= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wupl= 20.90 psf Wup2= 16.00 psf Po= 619.29 lbs (wp *TW+D,)*TL Pwdown= 3511.20 lbs Wwdl*TW*TL Pwdown= 2464.00 lbs Wwdz*TW*TL pwup= 3218.60 lbs Wwul*TW*TL Pwup= 2464.00 lbs Wwuz*TW*TL PE= 377.77 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. ~X -.31k N4 Loads: BLC 1, D Results for LC 5, D Z-moment Reaction Units are k and k-ft MBL Energy AT -.619k -.31k -.619k N2 2.907 Sheet-15 La Costa Paloma-3 High Down 3 high Down.r2d Iix -2.464k -1.232k -3.511k\ -~ N2 'N3 -1.756\ ~ N4 "' :2 56.079 / ~-1.068 ~ 8.899 Loads: BLC 2, W Results for LC 6, W Z-moment Reaction Units are k and k-ft MBL Energy Sheet-16 AT La Costa Paloma-3 High Down 3 high Down.r2d N Loads: BLC 3, -W Results for LC 7, -W 1.61 k Z-moment Reaction Units are k and k-ft MBL Energy AT l\112 r--~~k 2.464k 3.219k La Costa Paloma-3 High Down -8.464 ~~8.697 1.016 ......... ~ Sheet-17 3 high Down.r2d Iix Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy AT M2 .378k ... .189k .378k'=:== ....... ------N3 llli.::::57 N2 ~ -1.134 Sheet-18 La Costa Paloma-3 High Down 3 high Down.r2d Company Designer Job Number Model Name Hot Rolled Steel Properties Label I 1 I ASTM A500 GrB MBL Energy AT La Costa Paloma-3 High Down E [ksi] G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N2 0 2 c N4 c > .·, ~17.41 3 N1 -2.1667 '4 ·''. :N3+ _:_ ' '''''' ~~ ,.;2.1667' Joint Boundary Conditions Joint Label N1 Member Primary Data Basic Load Cases BLC Descriotion Cateaorv X Gravitv 1 0 OL .2. .'/'C w ' < "' .u( ,',C' 3 -W WL 4 ·" c. E· .c.c WL Load Combinations ' Nu Dec 9, 2015 Checked By: NS .3 I .65 I .49 Therm (\1 E5 F) Density[kfftA3] Yield[ksi] 46 y fftl TemofFl 13 0 "~ '' ' dQ.cf~1 c '"' ." 0 .c'· c:;<·. 2.5 0 '''' ''''' 12;74 ·:' : <··: ..... .o ,,,,,,,, Footin Y Gravitv Joint Point Distributed -1 4 I··' ·. ..:<''· ' ,J 4 ,: ' .J c'' 4 '/. '':,.' '''· I .. :· .4 ·' Ji ,;;! Descriotion s o ... P ... S ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac ... 1 0+0.6W Yes y 1 1 2 .6 ·:2 ~ o.so-o.ew ,Yes Y' '1 ,6 3:: r:s "' .s ,·: > ~: IJ'; 3 1.1 06D+0.875E Yes y 1 1.106 4 .875 . ,o:4940+o.a7sE '(~$ y '1 .494 :,875 4 ..... . 4 ·1 · .> ./ I' , ... ,· :::: .; '· .· .. 1'-F .•{< 5 0 y 1 1 6 -'0::'-A:::c-w .>' .\ ·y. . .. '2' 1: : ' ,., [:-::··.<,· <!(; ,'/{' !'."''' ·,c, ' F''' c."' ,,._ :; '"' 7 -W y 3 1 8 ··· .. .. , E:_. ' :=;_··· Y,, 4 '1::: 1': ...... ·, I"Ji [c;,·:·c·c· : :x': f-' 'c' [:'·'•'',':. C[,) f''' •) ............. ,, ic: ' ..... ' ·:'·.·.···. ··:· ... Member Point Loads fBLC 1 : D) Direction y y RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Oesign\Calcs\3 high Oown.r2d] Page 19 Company MBL Energy Dec 9, 2015 Designer AT Job Number Checked By: NS Model Name La Costa Paloma - 3 High Down Member Point Loads (BLC 1 : DJ (Continued) Member Point Loads (BLC 2 : W) Member Label Direction Maanitudefk k-ft1 Locationfft %1 1 M2 v -1.756 .448 "2 ...... ';{ .... ·. "i;; M2 .... "·; ........• <." fJ· .. :..a~511 .. 5.758 .· . a M2 v -2.464 12.216 4 ·· .. ; :;";",; M2 .... •. v . '"1.232• ·· . . 17.10.8 .. Member Point Loads fBLC 3 : -W) Member Label Direction Maanitudefk k-ft1 Locationfft %1 1 M2 _y 1.61 .448 2 i M2 .. . ..... v . a.219•c ': i 5.758 i• 3 M2 "If_ 2.464 12.216 4 'i; ··--·M2·· "''••-, ·.· v -·-_ 1.2a2 _.;;>;"··· •<-.. ;; •••.•. f1:108 -., Member Point Loads (BLC 4 : EJ Member Label Direction Maanitudefk k-ft1 Locationfft %1 1 M2 X .189 .448 2 ·. ·-•··•5--•rc.::.; ••.1\11?.".'•-· . ·.•·•~c){ "•·> .·c ' .. " ... •••••• :378 ········· --C~ 5;758 - 3 M2 X .378 12.216 ;4 ";; ... ' M2 " •• X ·; .189 < < '17.108 Member Section Forces LC Member Label Sec Axialfk1 Shearfk1 Momentrk-ft1 1 1 M2 1 0 .006 0 ···2 ['.''.-"'':".2 ; -.057 > ..•. I· .'> .• ;.:1,52 .... ·" 5.692 3 3 -.15 -4.406 20.904 4"•>'. -.-··-· ·····-"' 4 ': ~.244 -6!668 -42.5a5 5 5 0 0 0 :6 -··-~r:\.' 1•1'7:<;>:: ·•;•• •.• M3 ... --··r -_. . .. 8.247 •-. .518 :L. ·~ "' I". ':..50,059 7 2 8.15 .518 -51.394 a: ...... ........ .... ......... -. ...... -:.; :. a ..... •••• 8:053· --....... ..-. ;518 . ...... •52.719 : : 9 4 7.957 .518 -54.045 1\0 .i;x:;-;;c;,-·-.:••< ......... •,;:, __ : 5 7.8!D ··". .518 -155:37 11 2 M2 1 0 -.002 0 '12 '•";;,:x; ..-.: I;; • c• ·• •· ~'i:;":;•;c;~ . 'c •"-I'';~ · ........ -;034 j., ., ..•... ;681'/' -2~853 13 3 -.09 2.145 -10.326 14 -.,",;; .... -•;,;;: ,; .•. •.<s vi;;;;>&;.,. ;, ............. : ........• "<•, 4 --: ;-':.146 ;. 3.156 ;,:;" -'20.551. 15 5 0 0 0 --16"'1 [-::;; 2 M3_•-·~ ..•. -·-: if' ,-•-.: '-3.334 -·c.:.; -.632 j 20.051 17 2 -3.392 -.632 21.67 18< .fi'i•••••::..._":.:t·•-•. .... "', >; • 3 .· .. -'8.45 -•-if632; 23.2.88 ..•. ····- 19 4 -3.508 -.632 24.907 i 2"0 + ··· ... ·-. , .. ;.-. "''""' ...........•.. ........ ; .······· I 5 . ;-3.566 ...• ~.632 ····"':. 1'··.-.• '26.:525 21 3 M2 1 0 -.003 0 22 : .. , : ... \.;.._ ··•·.· .. --I";; 2 -·. .102 \. ;_ . •·:•:•·c;:;·"'f;J-·;.:. )".e;;oF. 1 829 23 3 .326 -1.446 6.78 24 ····>-.... >-. ....... ..... .. .. "'i 4 . . '{551 --.. -2.347-.·· +-"' ...•. 14.191 . .. 25 _5_ ~-·--·.···· 0 0 :26 •a,:·. . ......... -. ········ M3 ; ····ii>i'f1 : .. .. --:'981 ·:.: .. _-. ................... ::8.68-....... 27 2 .981 -11.192 28" .... , >-.---.... "' ... •;: ·:·: .. 3 --.-8:001 •• ";i· .981 "':!f3. 704 . • . RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh Down.r2d] Page 20 Company MBL Energy Designer AT Job Number Model Name La Costa Paloma - 3 High Down Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl 29 4 2.895 .981 30 > .:\ <5 2.788 .• ··> .981 31 4 M2 1 0 -.001 32 .•.... . :. '.··'·.•.•·:. 2 .. 136 ; J:254 33 3 .418 -.679 34 ·.·· •• 4 ; ~y ...... -1.103 35 5 0 0 36 4 .. ·· M3•·• .......... ····· f 1.436 ~991 37 2 1.388 .991 38 ... .. ; ·;; ·3 ?" 1.341 [.•'' .991 39 4 1.293 .991 40 .. ; .. · .. ···. <'···· ... 5 •. 1.245 ,},; .991• Member Section Deflections LC Member Label Sec x [inl v [inl 1 1 M2 1 -1.168 -4.978 2 ; .. .·· .'· . '; 2 ; . -1.168' ,;:!3:37 3 3 -1.168 -1.815 4 :• ; ""''' .. · .•. 'I> 4 ""1:168 .:,.:>. ··: -,,435 5 5 -1.168 .645 6 1··. ·.·· ' M3•······· .............. ....... . ••. 1 ... · ... 0 y';• 0 ' 7 2 0 .071 8 .. ,'}····· . . . •:; . 3 -.002 ·. ?·' I' 2'89 9 4 -.003 .655 10 .• .. .• .. 5 · .. ~.oM J(i 1.176 11 2 M2 1 .499 2.267 1.2 . ·. . ' .... .... 2 •• .499 ................ .... 1.531 13 3 .499 .82 14 . '' :· / ••• • •••• :;\(:;.:c.;,;::• .••••. 4' .,· .499 .·. ·;· .196 15 5 .499 -.283 16 2: .x· ; M3 ; 1 ., >0 J"' 0: 17 2 0 -.029 18v •• ; ' •r :.·· 3 .... o. .. ····.119 .. 19 4 .001 -.276 20 ' ; •: .. ... · 5 ·:oo2 . ;;:'·'.'' ~\5'03 21 3 M2 1 -.269 -1.409 22 •• . : ... > .· 2 ..... ,.,269 .·. l••·u:r -949 23 3 -.269 -.507 24 .. ,. .•... · ••• >;. .i~· . .. . ........ 4 .·· -.269 ;•;;.:~·122 25 5 -.269 .163 '26 .·3 •.. ··· 1\11~· ';:c;;;.;<; ... ; 1 ... · 0 ··; ,:.-··:· ·a 27 2 0 .013 28 :. . .:· .. · ,.. 3 .~·: . .:·.•o :;:'•''' ;;.;:· .058 29 4 -.001 .141 30 ;·. ;' ... ' .,.;?· ;./' [!> 5 . .... ···· ~.001 k•i'.271 31 4 M2 1 -.043 -.486 32 . ' . ..•. ,-,_,_ •;; ... ·.··· .. 2 .··.· -.043 . ··~·:323 33 3 -.043 -.168 34 ... :··· ·: .. .;·" ·.· •:··••'*''\{:::· .;.'It ; 'I:o43 .. ; ; ; .... .::}041· 35 5 -.043 .04 36 4 ...•. .. IVI3 .. . , ... ,.·: 1 ...... :'0 . .... .. ;..// .. ,. 0 37 2 0 -.001 38 ; .. ··· :• .•• ··:.:·"' ... ,.: .. 3 < o· .. :···· ;:a· .. 39 4 0 .013 .f Dec 9, 2015 Checked By: NS Momentrk-ftl -16.216 -18.728 0 . .~··:·· .. :86 3.185 · . 6.658 0 .· ~~·,363 -1.174 ,. -3.7~~· ' -6.248 1.··· -8.785 (n) Llv Ratio 37.424 .( •·52.41:§ •••• 85.548 .. ' .n94.846 NC / ;>MC ~& 1721.251 .,;:.: 425729 187.462 :· 104~514 :.·· 82.512 r.;; 116.031 190.713 ./' 439~~28 ·' NC .·"'· NC1; 4256.06 '1030.5~$' ........... 445.699 ...... 2i44.369' 133.908 . ; 189.218 314.099 c·:········· . ''738.47 ] NC •... ·: ''.NC·,.,·· 9476.093 .. *i' 212~:773'' 869.542 ;;· As3.soi ,:; 400.074 ···:··· ... •·· 579~'264~; ;; 1008.571 ""26:02,749:. NC ,z· .......... .Ne ... ; . ·: ... NC ... l•· .. ./1\ic ... . 9194.048 •40 .· . ;.••·· ~· ,;( . .... ··:··::•· ... ·•s .. 0 J . .. .... ' . . ..,.,;{04.4·:'··· .·. 2812.:885 '/ RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 21 Company : MBL Energy Dec9, 2015 Designer : AT Job Number Checked By: NS Model Name : La Costa Paloma - 3 High Down Member AISC 14thf360-10): ASD Steel Code Checks LC Member Shaoe UC Max Locfftl Shear UC Locfftl Pnc/om fkl Pnt/om fkl Mn/om fk-ftl Cb Eon 1 1 M2 HSS10x10x5 .666 15.343 .077 15.343 252.283 305.749 86.034 1.926 H1-1b 2' 1 M3 'H'$$10x1ox5 .657 10.24 .006 0> 286.35 strs~74e 86.034 f04 H1-1b 3 2 M2 HSS10x10x5 .319 15.343 .036 12.421 252.283 305.749 86.034 1.903 H1-1b 4 2 "y,i:M3~: .... ·., .HSS1Pxroxs ··. .314 10.24 .007 vo 286.35 "365:749 86.034 Uo8 H1~1b 5 3 M2 HSS10x10x5 .227 15.343 .028 15.343 252.283 305.749 86.034 1.963 H1-1b 6'''" 3· ' :t<M3 HSS10x10x5 .223 10.2"1-:· .. G11·. G 286.35 . 305.74tf '''.86,034 .1.273 Ht.,1b 7 4 M2 HSS10x10x5 .107 15.343 .013 15.343 252.283 305.749 86.G34 1.962 H1-1b 8 :4 M3 HSS10x1C:.lx5 .104 '10.24 .011 0 • '286;35 305.74.®. . ·:86.G34 1.859 H1-1b !Check Seismic Axial at Column, M3, LC3 Max Force= 3.215k/286.35k = 0.011 = 1.1 %< 15% Joint Reactions LC Joint Label X fkl Yfkl MZ fk-ftl 1 1 N1 -.641 8.247 -50.069 2 <. 'lx'x,/''' '·:< Totals: . •;641 . 8.247' . :. . . 3 1 COG (ft): X: -8.824 Y: 11.701 4 2 .• N1 ' ·::: .. : .. .61 .' ,3.334zV'' 2G.051 ·. ' ·.' ,• :· 5 2 Totals: .61 -3.334 6 2 .... .·. 'x."'".x· . COG(ft): . x:~9.97's'· . ''l·' :·· Y: 12.159. . .... ·: .. ,. .; ,, 7 3 N1 -.992 3.215 -8.68 >;8 .3.:. <·; :<" .. '.:.:: '·' Totals: -.992 ,;,· .. ·'· 3~215 .. 9 3 COG (ft): X: -7.739 Y: 11.39 10 4 N1 ;;. . ... . ···: -.992 .··',:, ~!IA36 ">. ; .. 1'.363 11 4 Totals: -.992 1.436 12 4:~· ·;:'j <.x( .•• ;; . ::<,>;' COG (ft): < ..... ... X: -7.739 .. j:':.x Y1'f39.x ... .· . RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 22 Calculated By: AT Checked By: NS Sheet: 23 Structure Design Loads - 3 High Up -52.2 TL= 27ft tributary length (column spacing} a= 10ft maximum cantilever Dzee= 7.12 plf 12" 12ga Ypanel= 6.42 ft Xpanel= 3.25 ft Trina Module Wpanel= 2.91 psf TW= 6.42 ft tributary width (module height} C= s 0.61 see Sheet 3 Wdownl= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wupl= 20.90 psf Wup2= 16.00 psf Po= 696.70 lbs (wp *TW+D2}*TL Pwdown= 3950.10 lbs Wwdl*TW*TL Pwdown= 2772.00 lbs Wwd2*TW*TL Pwup= 3620.93 lbs Wwul*TW*TL Pwup= 2772.00 lbs Wwu2*TW*TL PE= 424.99 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. lix -.348k N4 N5 Loads: BLC 1, D MBL Energy AT -.697k -348k -.697k 1 ·-·-1 ~~N2 ,~ Sheet-24 La Costa Paloma -3 High Up 3 high Up.r2d -3.95k\ M2 -1.975\_ --- •--N5 N4 Loads: BLC 2, W MBL Energy Sheet-25 AT La Costa Paloma-:3 High Up 3 high Up.r2d fix N2 M2 1.386k ~N5 II. 2.772k N 1.811k 3.621k C'"l 2 '"'f<I4A Loads: BLC 3, -W MBL Energy Sheet-26 AT La Costa Paloma -3 High Up 3 high Up.r2d Iix .212~. .425k .. N2 M2 .425k .. . 212k -N5 l\i4 "' ::2: "f<l4A Loads: BLC 4, E MBL Energy Sheet-27 AT La Costa Paloma -3 High Up 3 high Up.r2d Company Designer Job Number Model Name Hot Rolled Steel Properties Label I 1 I ASTM A500 GrB MBL Energy AT La Costa Paloma-3 High Up E fksil G (ksi) 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N2 17.41 2 > ~· ·, . N4 : ,; I . ro 3 N4A 2.167 4 . _:··~ · .. ::;N5 ,. .. ./······ 2.167 ., Joint Boundary Conditions Joint Label N4A Member Primary Data Basic Load Cases BLC Descriotion Cateaorv X G . ravttv 1 D DL 2 w '.-', . H ',. ·.· .. 3 -W WL 4 8 . J ... / WL .... ,.· Load Combinations Nu .3 ·'·' y . Dec9, 2015 Checked By: NS Therm (\1 E5 F) Density[kfftA3) I .65 I .49 Yield[ksi) 46 y lftl Temo IFl 13 0 ; 10.91 ., . J:, 0 .. 2.5 0 '11.17· . ,' .'0', G . ravttv Joint Point Distribute -1 4 ... ';:: .......... 4 ·····. 4 ,: ·. ;4 :; d Descriotion So ... P ... S ... BLC Fac .. .BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac ... BLC Fac ... BLC Fac ... 1 D+0.6W Yes Y 1 1 2 .6 ,· ·;f: ... ::' 3 1.106D+0.875E Yes Y 1 1.106 4 .875 I . 5 D Y 1 1 ·.· :.~·:, . ~-· 7 -W Y 3 1 8 . i / .:~:::}.8 Y. 4 1 ' . 1" .. . Member Point Loads (BLC 1 : DJ Direction y y RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 28 111 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma -3 High Up Member Point Loads (BLC 1 : D) (Continued) Member Point Loads (BLC 2 : W) Member Label Direction Maanitudelk k-ftl 1 M2 v -1.975 2 '\'?, .·• M2 ''· .. · : )/ ~~1.9$ 'j : ' 3 M2 v -2.772 4 1V12 /''-' v -1.386' '' /. Member Point Loads rBLC 3 : -W) Member Label Direction Maanituderk k-ft1 1 M2 v 1.811 2 ' ·.· < M2 < j ••••••• v .···. ' 3.621 j ;.' ' 3 M2 v 2.772 4 " .• M2 ... 'v. .1':386 } j . .. , ' Member Point Loads (BLC 4 : E) Member Label Direction Maanituderk k-ftl 1 M2 X .212 2 .' ·';: .•. .-,_· '' M2 ' <' ,:· X ·' ,· ··.· .. j .425 j . j 3 M2 X .425 4 '' ,'"'" M2' ; ; X ·-·· ·, '· ···-.:212 _·, ·;- Member Section Forces LC Member Label Sec Axiallk1 Shearlk1 1 1 M2 1 0 0 2' · ... ·. ' · ... · ' ; 2 .267 7;093 ,: 3 3 .164 3.867 4 ;;~' 1,, -;-. 4 '' -··---·toa"'· 1J1.347 i 5 5 0 .006 6 '··>•1<, '• M3 jj .:.: · ... :.:t 9.086 : £<~:. ' ·'''· .853 ,, ' . ,,, 7 2 9.004 .853 8 ',' > / :'i·'· 3 8.923 ,,-;, H" -.853: 9 4 8.841 .853 10 ,, .'1 •·''' 5 8:759 -:853 ' 11 2 M2 1 0 0 ''1"21' ., ·(:-• 2''': -· ,'' ; '.16' ,'}-,..' '-3.336 > 13 3 .098 -1.677 14: j' ,: ,; ' '"' '1•':'4' .037 ';<: 111;~·;: -.527 j. 15 5 0 -.002 16 2 ; · .. 1 M3 F' 1 .,.3.865 ;.:658' -;• 17 2 -3.914 -.658 18 11-·'• •••• :r ;' 3 ,.,. j ,';;3.963 '.:' ,~;6sa: ,:; 19 4 -4.012 -.658 120 ; :, 0:, •' ·~ l':---~'5'' -4.061 ; ; .. :.'-' -.658 .. :,·· .. 21 3 M2 1 0 0 22 l''i' :-' :: ,-.. ''·. 2 -.628 · .. ::-2.563 J 23 3 -.372 1.572 '24 ; ,. < ·':'.' 4 ~~1'1;'7 . :'581 > ,. 25 5 0 -.006 26 ,g·,:-";,'·';'< ,, M3 1vi: 1 I 3.406 I :·,; ': ' 1.138 J 27 2 3.316 1.138 ;'28 ''~}';~ I''' '·., ..•. ··-·· ;> ;; .. ;-J-' 3 3.225 1.'1:38 ' RISA-20 Vers1on 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh Up.r2d] I Dec 9, 2015 Checked By: NS Locationrtt %1 .448 5.758- 12.216 1'7. 108 ..• ;,.;} Locationlft %1 .448 _-,. 5.758 .;·< 12.216 17.J08 Locationrtt %1 .448 -;;;5.758 l 12.216 17.108 Momentrk-ftl 0 ..... 40:948 19.43 . L 5.043' 0 . 61;298 • 59.449 >' 57.601 ,,• 55.753 r?53.905 •·· 0 f';.18.21 'T -8.66 •.+' ~2.26:~,·· .. 0 -..· -291?33 -28.306 ,. -26:88 • •• -25.453 (;~24.027''. 0 j 16/t""j'f, 7.708 j j ' .•. ;:l 1<;974 .,,.-:< 0 1; 30.919'• 28.452 p; ;25.986:ff Page 29 Company IIIIBL Energy Designer AT Job Number Model Name La Costa Paloma - 3 High Up Member Section Forces (Continued) LC Member Label Sec Axialfkl 29 4 3.134 30 ; ;; ~L :· .· • . v; <,:( :' . · 5 ··:· 3.044 ... 31 4 M2 1 0 '32 5 ~'. .. \ 2 ;· -.79~ ·. 33 3 -.473 34 )! . 4 .;, -.154 35 5 0 3o <4 . /·.,. \1M3 . 1 1(521 . 37 2 1.481 38 ' f~.>; .'1:,;'1¥;,; 3 .. · .. ·. 1 1.44 . 39 4 1.4 40: •• <5 1.36 Member Section Deflections LC Member Label Sec x finl 1 1 M2 1 .952 2 ••• '.2'' ... .95;! 3 3 .952 ,0:4 c)''''' . '·:.;:; .. ·<j 4 .952 .... 5 5 .952 ···6< 1 .......... . ,;:.,::: M~ ····· . ,;. 1 ·.· 1; 0 ·•········ 7 2 0 8 .... 3 -.002 9 4 -.003 10 ; ; ,,. '·•' 5 ~."b04 ,:: 11 2 M2 1 -.451 12 '······ ..... ····.·.· . , .. ... 2 ·; .:::451 .. 13 3 -.451 14 i'.:~.i.:' .. , •. ·• 4 ·. -.451 15 5 -.451 l"S 2 .. M3 ... 1 0 .· . 17 2 0 "18 ........ •• ...... :;·.···· ......... .......... 3 ... ..........• 0 19 4 . 001 20.: .. '• t .... · : 5 :002 t 21 3 M2 1 .448 22 ... 2 .448 23 3 .449 24l . · .;• '·;·':· . .. • ············4,",, .. :449 ............. 25 5 .449 26 3 .;·. M3 .. 1 ..·.· . 0 2 27 2 0 28 . !· ,;;!., •.. '<';; .·• .. 3 ·, . . 0/ ·.·· 29 4 0 3().-.: ... ;.L••'' .. ., 5 . ; -'~·001 ... 31 4 M2 1 .266 32 ··, . .:•• 2 .266 ..... ·•· 33 3 .266 '34 . '·'• . zi'•i;';< :· ·4·· .2"67 35 5 .267 .. 36 A.,z •••••• M3 .... ;· ·• 1 ···. 0 . .... 37 2 0 38 . ... .. :.·· .. , ...... ... 3., ••.•... . 0·' 39 4 0 40 .. Z,.;""' •;' ; . ;'" ·:.· 5 •· 0 .... Shearfkl 1.138 1.138: 0 1.205 .737 .27 ;;f .. -.004 1.122 f 1.122 .. 1~·1~2 ·:, 1.122 1.1225L vfinl .352 ; :;as :< -1.938 -3.39< -4.891 ,<'}/:,o ·.'. -.062 -.245· -.545 -.959' .. -.163 • ,. :303 .i", .897 1.563' 2.252 0 .03 · . ··:118;;···· .... .26 .454 .157 . -.291 "• •. -.853 '··· ··l~·~~f8 ... -2.125 0 ·· .•. -.031 ;.,: .·.· ··,·::1•21i -.262 :.452 ., ! •. < .088 ; ~. "'f10'5 ' -.47 ..... ~.806 i·; -1.151 0 ·.;t -.02 Dec 9, 2015 Checked By: NS Momentfk-ftl 23.519 :.;.::.: '21.052.;. 0 .,,. ,,·,( 7.56r 3.618 .924 0 1fh603 •• 17.171 ~~'~ 14.74 12.309 9.878· (n) Ltv Ratio NC li ., ;:~210.128 91.881 56.235 .. 40.134 . ....... Nc+ 1674.78 '·.;, 424.325 190.744 .•••. 108.474 NC ············· 451:409· 198.475 ;,,• .. 121:883 87.136 ( NC 3460.37 ., 883.792 400.062 .· <229;071 NC 469 055 .·· 208.303 ·,< ., .· 128.569 92.19 'NC 3340.797 ·''-' 865.78~ 397.006 ...... 2~0.277 ·; NC , . ., 833.6o"3 377.198 ··•·2~5;44 169.873 NC 5298.557 . ..... 1 · ............. ·~;·osx·?r > ,, \ :;-~ '·14o2m5s .. · .... -.159 655.312 -.268'''/ ·;387;68 .. ·• RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 30 I Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 3 High Up Member AISC 14th(360-10J: ASD Steel Code Checks Dec9, 2015 Checked By: NS LC Member Shaoe UCMax Locfftl Shear UC Locfftl Pnc/om fkl Pnt/om fkl Mn/om fk-ftl Cb Ean 1 1 M2 HSS10x10x5 .658 2.192 .082 2.192 252.283 305.749 86.034 1.98 H1-1b 2 1 1 ~ ... M3 ~$810x10x5 .728 0 .010 0 291.714 305;749 ·86.034 1J.:i51 H1-1b 3 2 M2 HSS10x10x5 .296 2.192 .038 5.662 252.283 305.749 86.034 1.993 H1-1b 4 £2 . l\113 HSSJOx10x5 ~ . ···· .. 352,.· ... 1:>:)0 .... :007 I 0 291:714 . ?·;305.749 86.034. 1.083 Nh1b 5 3 M2 HSS10x10x5 .255 2.192 .030 2.192 252.283 305.749 86.034 1.954 H1-1b . '6 3 I' M3·>••••••· HSS10x10){5 .365 0 .. :•.013 .···>0 .. 291.714 30'5,749: :86.034 1.14a: H1-1b 7 4 M2 HSS10x10x5 .120 2.192 .014 2.192 252.283 305.749 86.034 1.954 H1-1b 8 4 "M3 H$S10x10x5 .230 0 :013 0 291,.71'4c:'~\ 305:7·49 · ..... es;®34 1.248 H1i .. :1h !Check Se1sm1c Ax1al at Col~mn, M3, Lg Ma~_Force = 3.406k/291.714k = 0.0114 = 1.1% < 15°/~j Joint Reactions LC Joint Label X lkl y llsl MZ lk-ftl_ 1 1 N4A -.721 9.086 61.298 2 I ·• 1 h:• '"'··· ··.· ... Totals:.•. .. ,.;.~; .. : .... .. -.721· ·. ·~·9.086'·. ::\; . ,.,. tij· . 3 1 COG (ft): X: 8.034 Y: 11.718 4 :•.2 ;:. . ·•'N4A .·. :686 · .... -3.865 . .. ~. ····: -29.733 .. 5 2 Totals: . 686 -3.865 6 ·2 •.• · •••• .•.. :COGJft1: ... ''·····X: 8249 ...... _:.: ··L Y:12.121·\ · .... ···•·· 7 3 N4A -1.116 3.406 30.919 ··a 3 · .. · . • .. · Totais~·.;·;:•H' · · ' -1.116 S}l-06 · I\;;;. · ..... . '· 9 3 COG (ft): X: 8.109 Y: 11.422 10 A • •• ::N4A ... -1:'116 ; 1.521 ,> .· '19.603 ... 11 4 Totals: -1.116 1.521 12 '"f' ... ·. .. coo 'fft):. :••;;; '• X: 8.109 ."<•: • .: .. i': •Y:: 11.422 .. .,·;.<, ••.•. ....... ·.• .. RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 31 Calculated By: AT Checked By: NS Sheet: 32 Structure Design Loads-4 High Up-S2.3 TL= 27ft tributary length (column spacing) a= 10ft maximum cantilever Dzee= 7.12 plf 12" 12ga Ypanel= 6.42 ft Xpanel= 3.25 ft Trina Module Wpanel= 2.91 psf TW= 6.42 ft tributary width (module height) C= s 0.61 see Sheet 3 Wdownl= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wupl= 20.90 psf Wup2= 16.00 psf Po= 696.70 lbs (wp *TW+Dz)*TL Pwdown= 3950.10 lbs Wwdl*TW*TL Pwdown= 2772.00 lbs Wwd2*TW*TL Pwup= 3620.93 lbs Wwul*TW*TL Pwup= 2772.00 lbs Wwu2*TW*TL PE= 424.99 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. Loads: BLC 1, D Results for LC 5, D -.348k N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -.697k -.697k ~~694 jfj 4.178 Sheet-33 La Costa Paloma-4 High 4 high Down.r2d fix -3.95k -1.975k Jr r~-~-l:' ____ {'~-( k . .386k N3 ~ 1.65~ ~ ;r 13.342 Loads: BLC 2, W Results for LC 6, W Z-moment Reaction Units are k and k-ft MBL Energy Sheet-34 AT La Costa Paloma-4 High 4 high Down.r2d &.x Loads: BLC 3, -W Results for LC 7, -W 1.811kr Z-moment Reaction Units are k and k-ft MBL Energy AT --.~2--:r M2--~~] 3.621k J .. ·---3.196k 2.772k 1.386k N3 -12.689 37.923 ~-1.57 La Costa Paloma-4 High Sheet-35 4 high Down.r2d E'Lx Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy AT N 21.037 1.699 ~ .. N Sheet-36 La Costa Paloma -4 High 4 high Down.r2d I Company Designer Job Number Model Name Hot Rolled Steel Properties Label MBL Energy AT La Costa Paloma - 4 High Nu Dec 10, 2015 Checked By: NS Therm (\ 1 E5 Fl Density[kfftA3] 46 E [ksi] G [ksi] I 1 I ASTM A500 GrB I .65 I .49 29000 11154 .3 Yield[ksi] Joint Coordinates and Temperatures Label X fftl y [ftl Temp [Fl 1 N1 0 0 0 2 ·><'N2 '· c? .L 0 .~·· ,.'13.04 ·{?·. .< ;; 0 .. 3 N3 17.22 10.91 0 4 ·' ..... N4 "<''· .......... . :. ··.·. -6.41 ······ .· .. • .· 13833 . . <x 0. ;;; Joint Boundary Conditions Joint Label N1 Member Primary Data Basic Load Cases BLC DescriPtion Cateaorv X Gravitv Y Gravitv Joint Point Distributed 1 D DL -1 5 2 ... ,. ,, w .. LL·.··• \ ... .·.··· b."'· ........ "'5 . ' .. 3 -W WL 5 4 ..... E ,, '"WL·.·.· .... · .... · .. ?. .\' ''•. .· ?, 5 Load Combinations Descriotion So ... P ... S ... BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac .. .BLC Fac .. .BLC Fac .. .BLC Fac .. .BLC Fac .. .BLC Fac ... BLC Fac ... 1 D+0.6W Yes Y 1 1 2 .6 2 0.6D-0.6W. ~e.~:,y ·1· .6 3.. .6 ., ...... 3 1.106D+0.875E Yes Y 1 1.106 4 .875 ... . ...... . 5 D Y 1 1 >,'· . 7 -W Y 3 1 Member Point Loads (BLC 1 : DJ RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Down.r2d] Page 37 . ., Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma-4 High Member Point Loads fBLC 1 : DJ (Continued) Member Label Direction 3 M2 y 4 I"';'' .. ,·.: M2 ·; '(>. 5 M2 y Member Point Loads fBLC 2 : W) Member Label Direction 1 M2 v 2; .:; ;• M2·, ' ·' v 3 M2 v 4 ·.> .. •'i ··· M2. ,; ... ·.:.,•:.N······· ........ 5 M2 v Member Point Loads fBLC 3 : -W) Member Label Direction 1 M2 v 2 . ,.;. ·•·M2 .. v ·:, ..... 3 M2 v 4 ,9· ,, M2 . . v 5 M2 v Member Point Loads fBLC 4 : EJ Member Label Direction 1 M2 X 2t,;. .··; .. M2} X :> .. ··. 3 M2 X 4 •• M2 1. ..·): X 5 M2 X Member Section Forces LC Member Label Sec 1 1 M1 1 2 ]j .• ' : ' •' ... . <, 2 3 3 Maonitude[k k-ft1 -.697 ' ·.'· -.697 .· 'f:r -.348 Maonitudefk k-ft1 -1.975 ,;'.::3.95 .''•·• -3.361 { •:•-2772 .... ... -1.386 Maonitudefk k-ft1 1.811 • •• 3.621 :.:; 3.196 ·.· i2.772 · ....... 1.386 Maonitude[k k-ft1 -.212 . . -.425 .. · .. -.425 ··.~·· ~.425 .,;... ·,;; -.212 Axiallkl Shearlkl 12.184 12.i;Q61 . 11.938 -.766 Dec 10,2015 Checked By: NS Location[ft %1 12.111 ·18}§;'t•· 23.466 Locationfft %1 .343 ...... , .. ,. 5.654 12.111 ' '<•·: ... 18,57 23.466 Location[ft %1 .343 ' ·.' f\5,'654 . .· 12.111 ............. ,; [18,5'7 · ... 23.466 Location[ft %1 .343 5.654 12.111 18.57 23.466 Momentlk-ftl 46.764 49.26 .•.. . 51.756 ' ..... ·.· .. 4:E'··· .~;·' . ··.·. ....... ••• ;,,·4 t1.814 •• ... , -.766 i· 5 5 11.691 -.766 56.748 :f6 1 ... ·' 1\112 1: • 0 : .QQ3 7 2 .156 -4.812 10.148 'a·· . < ... 3 ;;; ,' -.26'9 .. 32.415 .•: 9 4 -.156 3.746 8.893 10 1 ·~i ' :;I;. ..< 5 ~0 '; 11 2 M1 1 -5.106 -11.806 122:' ;;. J< . X.'•, ······2 ;~5.18 •• 13 3 -5.254 -18.152 ;14 ,,, . ; ·' ·~·· ·ie;.•·. ;,} -5.328 15 5 -5.402 -24.498 16 2 <; ,' •i M2 .. 1 . Q 5 0 17 2 .094 2.502 -5.052 18 ;c>' I:J, ;,. > ••• .·. y~ (. ; .•. ·~ $;161 •••••• : -3.1 0'6 19 4 -.094 -1.737 -3.981 20 . . ;<; I .. .. . ' . "• •... 5' ·.· 0 .,·· ..... 21 3 M1 1 I 4.621 I -1.469 4.446 22 .~:.·· .· ";:<' .. ... ... .. 2·~ • •'' 4.485 .... 9.236. ;·:.· 23 3 4.349 14.025 24 1\•r•" ·· . • • .... ..•. ,..;,;;.;. 4 4~213 .·, .• RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Down.r2d] Page 38 I Company MBL Energy Designer AT Job Number Model Name La Costa Paloma-4 High Dec 10, 2015 Checked By: NS Member Section Forces (Continued) LC Member Label Sec Axiallkl Shearfkl Momentfk-ftl 25 5 4.077 -1.469 23.603 26 3 .·· ;,' M2 . ;, r 0 ·.~. -.002 .. ..... 0 .. . :: .. 27 2 -.381 -1.464 3.261 28 > ..... · .. ,· ; _;:, 1L 3 .625. ..•. ;:I,, '2.524 •• 13';24'8 29 4 .381 1.467 3.613 rso •:;. : . ; .............. :; 5 ..· .. , 0 ... · .. : .005 . . . ·o· 31 4 M1 1 2.064 -1.488 -8.303 32 ··'·· ; .. ; •. 2·' 2.003 :-1.488 .• ·: ~3;452 . .. :.::: 33 3 1.943 -1.488 1.399 34 · ... 7 .. .. ,, ··· ... 4 1.882 ~1.488 ····· ,· '6.25 35 5 1.821 -1.488 11.101 36 4"' .:. < M2.: .. .. .. ; 1 o''" . ; I•.; '·O • .. •• o. 37 2 -.476 -.691 1.531 38• ; .... i. ; ••• .···r::. ·.:·~······:··,. .789 'Y: 1.1:9 .. · / '"6,229 ·"•·"',. 39 4 .476 .693 1.699 4'(!) .... ; • ... f. '5 0 "; ... 002. . ('() Member Section Deflections LC Member Label Sec x finl v finl In) Llv Ratio 1 1 M1 1 0 0 NC "2 ·· .... ..... i"' ... ; .... .. ... . ... · ... \:: .... 2'• I >-,002 .... ......... .i •. -.109 . lc.. M~5.155 3 3 -.004 -.445 351.895 4 < ·. :. .· •• · ... · .. 4 ·. ~,oo5 . . .. : ...... .:.1.019. ... ; 153,629 . .. 5 5 -.007 -1.842 84.946 6 f.···. :;. .. ... M2 . .... ).;,I 1 .;. y1.829 .;·•. 2:043 . B ........... N~ ......... 7 2 1.829 .366 170.356 '8 •• • • < • •••• F• ·. ;{-3 ... I 1.829 I.: -1.7'43 '.' . .. 75.46"1 . 9 4 1.829 -4.386 44.442 ~·o : .. < \ .. ·. ; .. .. ....... 5 1.829 ... . ....... :;.1.19j ..... . .... 30.941 .• 11 2 M1 1 0 0 NC •12 . li", •••••• ··. ···. .s ·-~·· 2 :•0• .... :. ,i \029 .. v; 54"'10.543~; 13 3 .002 .127 1234.288 1"4 , .... ; . .. •• •.•: ···:;:·· .. 4 ;:. . .002: ~:r .308 : . :: ..... ... 5ID7·}1'68 · .~ 15 5 .003 .588 266.255 1'6 2 .··· ... . ,: M2 : ... ,, ;',.:::."""'" -.584' ..... -.699 ,, .. ••.•• Nd:" t. 17 2 -.584 -.12 493.888 18 ... . ..•. ·.·· .•... .. 3 ·.·•···· -.584 . ....... ::.654''' .· if 2111'66 :: 19 4 -.584 1.665 120.843 2Qi~ ... ,; ·.·~··· !;•; 5 ~.584 .. ":2.15'":; :•: ·. 82:8471·:. ;:--,-C ... 21 3 M1 1 0 0 NC 22 ..... 'j' ;:·; ; ·.;; '1 2 ...... · · , ~.;~·at.•.··· ... .... ········ ~1·013 •••• ··· .. :f Nd: ..... ~;, 23 3 -.001 -.068 2292.193 24 ;< •>I .. ... • •• .. •' ..... 4 .. -002 ... ~:~·88 ·~' i/f . 831.4~1 ,, 25 5 -.003 -.395 396.441 26 I .3 ; . ; 1Vi2 ········· ";'.; ····· '';'•. .1 ; ... . ..... .392 :~-.53~ ;, •• li\Jc· ·:.: .•. 27 2 .392 .086 632.54 •28 ...... .; .. .·.···· ... . . ;·; .... .. ···-~·~ .. a·:::: .392 ••• -.533• : / 266.sat: " . 29 4 . 392 -1.367 150.007 ao· . •·:·:·· I . · ;; .. ·, .. ..... ··•\'"..( I •i5 . 392 :S-.2 . .267 .... ·:: 1 oW.a79< 31 4 M1 1 0 0 NC .32.·· .. •• •••• . ... ••• ;;, . 2 0 ,"'':016 •• .. ~. NC · . 33 3 0 .049 NC 34 .. .. 1" ; . . ...... ': ;: .. ·· 4 ····•·~·· ..... :i••·d·. · .: .. tn~s :· I•· ·;~515.;814 "'. 35 5 -.001 .072 NC 36 4 1: . ; M2 .. , .. >;c. 1 -~~.··· ~.071~ :os2 • .. ···.~ .. ;,,.NC 'I ·, RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Down.r2d] Page 39 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma -4 High Member Section Deflections (Continued) LC Member Label Sec 37 2 38 ,.,<"~;· ' ''Y. >'.,;. ; 3 · .. _ / 39 4 ·. 40' ;.; ' ''; '···~ 5 Member AISC 14thf360-10): ASD Steel Code Checks x rinl v rinl -.071 -.006 -.071 > -.123 -.071 -.34 -.07t·''' '';::5.89 ;,, ' Dec 10,2015 Checked By: NS (n) Ltv Ratio 7565.6 18'53.101 ' 768.499 "''460.598 LC Member Shaoe UC Max Lodftl Shear UC Locfftl Pnclom fkl Pnt/om fkl Mn/om fk-ftl Cb Ean 1 1 M1 HSS10x10x5 .681 13.04 .009 0 274.916 305.749 86.034 1.076 H1-1b 2 1 ,M2 ,. ' H$$10x:f0x% <187 ,, Et697< .078 6.697 214.51'3 305;749'· 86.034 2.377 H~'-1b 3 2 M1 HSS10x10x5 .294 13.04 .011 0 274.916 305.749 86.034 1.261 H1-1b 4 2 I M2 Hss~.Ox;10x5 .350 • '6.697 .0'35 11.905 2~4.513 '305;:749 1''86.034' 2.362'.H1-1b 5 3 M1 HSS10x10x5 .282 13.04 .017 0 274.916 305.749 86.034 1.481 H1-1b 6 ,. 3 ·1 ... t\712:" 1:i!:"l$,P10x10x5r .· :315 6.697' .031 6.697 214:513 · 305.749 ···· 86.034 2:39 H1.,1b 7 4 M1 HSS10x10x5 .132 13.04 .017 0 274.916 305.749 86.034 2.222 H1-1b .a -4~' M2 Hss1:ox1oxs .149 ,:6.697 .016 6.697 214:513 305.749'f 86.034 ··2.39 H~-1b ' (Check Seismic Axial ~[Column, M1, LC3 Max Force== 4.621kl282.336~ = 0.016 = 1.6_0(~-< 15%_ I Joint Reactions LC Joint Label Xfkl Yfkl MZ fk-ftl 1 1 N1 .99 12.184 46.764 '2 t .... ' rot.ds: ; ··; '; · .. ·· .99 ; :'·· 12.184 . ~ . ·:r.·-; 3 1 COG (ft): X: 4.623 Y: 12.205 4c. 2 '':. N1 .. ' -.942 :'•· -5.106;: -11.806 5 2 Totals: -.942 -5.106 6 ,_.':i'2''Xs .. ::_ ;;";;-L 60G (ft): ,' ; s ., X: 4.695 > ·:¥:1'2~837 ,. _;~ 7 3 N1 1.487 4.621 4.446 8 3 --~-·-·· Totals: . <:'. 1.487 . ,' .;' 4.621 ···::.; ' ' 9 3 COG (ft): X: 4.869 Y: 11.669 10;.> ·: ·4'··'·'' 1'•·: ·-·•• . ··.· -~N1 ,_·. 1.487 -;: 2. 0641:1 ' ' ',;._:·• .; ' .:.a.3o3 11 4 Totals: 1.487 2.064 12 4 ...... • ... , COG (ft): . .. ·· X: 4.869 Y: 1.1:669 ':: ·: RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Down.r2d] Page 40 Full T Beam to Column Connection Max Moment at Top of Column Column: N/1 Shape: HSS1Ux1Ux5 Material: ASTM A5UU GrB Length: 10.75 ft l Joint 1111 J Joint NiL lC 1:D+0,6W God:e Check: 0.210 (oondm<g} Based On 97 Sections 1.512 at 0 ft fa 1.475 at 10.75ft 16.178 atoft: 1.347 at oft I v CilC::: Calculated By: AT Checked By: NS Sheet: 42 5.431 a110.75ft: -1.086at0ft: .Jj k-ft fc ksi 1-15.57 at 10.75 -~ .379 at Oft -.379 at oft .145 a.t 10.75ft ft ksi n ---""'"""':':"__.. -----·---·-~-m -5.431 at 10.75ft 0 at .448ft Full Ts Beam to Column to Pier Connections Beam to Column Bolted Connection Max Moment M= 15.57 k-ft Horizontal Load F= 1.347 k Vertical Load P= 16.372 k Geometr'i. and Section ProQerties. Column Depth D= 10 in Column Width W= 10 in Column Wall Thickness t = c 0.3125 in Plate Length N= 17 in Plate Width B= 17 in Bolt Diameter db= 0.875 in Bolt Edge Distance d= e 1.5 in Longitude Bolt Spacing sl= 14 in Transverse Bolt Spacing Sz= 14 in Bolt Clearance b= 2 in Material ProQerties Plate Ultimate Strength F = u 58 ksi Plate Modulus Elasticity E= 29000 ksi Bolt Design St= N-( cfex2): s2= B-{dax2) b=(s,-D)/2 Calculated By: AT Checked By: NS Sheet: 43 Max Tension Force T= 8.7 k T =(M-Px(D/2))/{D-rb} Numer of Bolts n= 2 each side 4 total Required Tension fnt= 4.4 k T/n(2) Nominal Tension Fnt= 27.1 k AISC Table 7-2 Max Shear Force V= 1.347 k Reuired Shear fnv= 0.337 k V/n(4) Nomial Shear Fnv= 14.4 k AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness Ofnt + fnv J = Fnt Fnv (AISC J3-6b) 0.18 Use (4) 7/8" Dia ASTM A325 Bolts b'= 1.72 in 0.35 in b'=( s,-D)/2+td2-db/2 tm;n='-'{(6.66x Ratxb' )J(s2/2xFu)) Use 3/4" x 17" x 17" ASTM A36 Beam to Plate Welded Connection Max Moment Horizontal Load Vertical Load M= F= P= Geometrv & Material Properties Rectangle Weld Width b= Rectangle Weld Depth d= Beam Thickness tb= Weld Electrode FEXX= Determine Minimum Weld Size Area of Weld Moment of Inertia Allowable Weld Stress Flexure Tension Axial Tension Shear Stress Resultant Weld Stress Required Weld Leg Aweld= I weld= F = w fb= ft= fv= f= r w,= 15.57 k-ft 1.347 k 16.372 k 17 in 8.375 in 0.3125 in 70 ksi 50.75 in 694.10 in3 21 ksi 1.13 k/in 0.32 k/in 0.03 k/in 0.81 k/in 0.05422247 in Use 5/16" Fillet at Ends Flare Bevel Factor Effective Flare Throat Required Weld Leg Effective Throat Reqd R= 0.46875 Xfb= 0.14648438 W= r X= 0.03833529 -0.152969 Calculated By: AT Checked By: NS Sheet: 44 1 -r--d t T~t±J-x +---( I')Mz L··-HSSBEAM ~~~/i~Jl CONNP~TE7'~~---r~::: ~IDE OF (Plate Length) EAM (HSS10x10x5/16) Aweld=2x(b+d) *treat weld as a line lwe1d={d2/6}x(3xb+d) F\v::0.3xF~EXJ< fb=Mzx ( d/2 )1/lweld fi=Py/Awela fv=Fx/Aweld fr="'-'((fb-fti~+fv 2) Wrr=fr /(0.700rxFw) R=l.5xtb x=5/16xR w,=f,/fw x=fr/.707 Use 5/16" Flare Bevel at Sides Calculated By: AT Checked By: NS Sheet: 45 Column to Plate Welded Connection Max Moment Horizontal Load Vertical Load M= F= P= Geometry & Material Properties Rectangle Weld Width b= Rectangle Weld Depth Beam Thickness Weld Electrode FEXX= Determine Minimum Weld Size Area of Weld Aweld= Moment of Inertia I weld= Allowable Weld Stress Fw= Flexure Tension fb= Axial Tension ft= Shear Stress f= v Resultant Weld Stress f= r Required Weld Leg w= r 15.57 k-ft 1.347 k 16.372 k 8.375 in 8.375 in 0.3125 in 70 ksi 33.5 in 391.62 in 3 (HSS10xl0x5/16) ~Pi}iif$ ~(l':_)il,<fM!M Awelct=2:x(b+d} *treat weld as a line 2 lweld={d f6)x(3xb+d):J) 21 ksi f',....=0.3xFux 2.00 k/in fb=M2 x(d/2)/lweld 0.49 k/in fi=Py/Aweld 0.04 k/in fv~Fx/Aweld 1.51 k/in f,=-J((fb-ft)2+fv 2) 0.10168133 in wr=fr 1(0.707xFw) Use 5/16" ·Fillet all around mbl-e~n~e:r:g~y~~~~~- Full T Column to Pier Connection Max Moment at Base of Column Column: 1111 Shape: HSS1Gx10x5 Material: ASTM A5UO GrB Length: 10.75 fl: I Joint N1 J Joint: 1\12 LC J: 1.1061J+i:U9.75E Code Check: 0.2.82 11:1er:u:h11gl Report Based On 97 Sections .564 at Oft fa ------------ksr .523 at 10.75 ft 8.133 ato n .263 at 10.75 tt -.263 at 10.75 ft -8.133 at 0 ft Check Seismic Deflecton: 5.81 at 10.75 ft .755 at 10.15ft -.4 at 1 0.75· ft h= 129 in 3.225 in 0.7 in Calculated By: AT Checked By: NS Sheet: 46 .02S*h 1.4*1.25*.7E Column to Base Plate Welded Connection Max Moment Horizontal Load Vertical Load M= F= P= Geometry & Material Properties Rectangle Weld Width b= Rectangle Weld Depth d= Beam Thickness Weld Electrode FExx= Determine Minimum Weld Size Area of Weld Aweld= Moment of Inertia lweld= Allowable Weld Stress Flexure Tension Axial Tension Shear Stress Resultant Weld Stress Required Weld Leg F = w w= r 23.313 k-ft 2.098 k 6.259 k 8.375 in 8.375 in 0.375 in 70 ksi 33.5 in 391.62 in3 21 ksi 2.99 k/in 0.19 k/in 0.06 k/in 2.81 k/in 0.18894319 in Use 5/16" Fillet all around Calculated By: AT Checked By: NS Sheet: 47 k d k 'I 1 ~t_-t-1.: I X z . (HSS10xl0x5/16) Aweld=2x(b+d) *treat weld as a line lweld={d2/6}x(3xb+d)J) F...,..:: ll>.JxFEJ<::< fb=Mzx(d/2)/lweld fi:=PyfAwelc! fv=Fx/Aweld fr="'-'((fb-ftl+fv 2)) w,;i'r 1(0.707xFw) Column to Base Plate Connection Max Moment Horizontal Load Vertical Load M= P= Geometrv and Section Properties Column Depth D= Column Width W= Column Wall Thickness Plate Length Plate Width Bolt Diameter Bolt Edge Distance Longitude Bolt Spacing Transverse Bolt Spacing Bolt Clearance Material Properties Plate Ultimate Strength Plate Modulus Elasticity Anchor Rod Design Max Tension Force Numer of Bolts b= F = u E= T= n= 23.313 k-ft 2.098 k 6.259 k 10 in 10 in 0.3125 in 20 in 17 in 1.5 in 2.5 in 15 in s1= N-(dex2)• 12 in s2;; B-(dex2) 2.5 in 65 ksi 29000 ksi 23.3 k 2 M/s Required Tension · fnt= 11.66 k Rat""l/(n/2} Check Tension Strength of Bolts and Threaded Parts Bolt Diameter db= 1.5 in Area of Bolt Ab= 1.76625 in2 (dJ2)2*n Ultimate Steel Strength F = u 75 ksi Net Tension Strength fnt= 56.25 ksi 0.75*Fu Factor of Safety Ob= 2 Design Tension Strength Fnt= 49.7 k fnt*Ab/Ob Net Shear Strength V= 30 ksi 0.4*Fu Design Shear Strength Fnv= 26.5 k V*Ab/Ob Combined Tension and Shear Calculated By: AT Checked By: NS Sheet: 48 o~~ + ~~~ J = 0.31 (AISC J3-6b) Use (2) 11/2" Dia x 3'-0" Embed F1554 Grade 55 Anchor Rods ea side of column, (4) Total 0 Half T Beam to Column Connections Max Moment at Top of Column Column: .V3 Shape: HSS16x1Ux5 Material: ASTM A50UGrB Length: 8.67 ff I Joint N4A J Joint: N5 lC 1:D+0.6W Code Check: 0.72.3 {beru:iln·g~ Based On 5 Sections .819 at 0 ft fa ------------ksi .789 at 8.61 fl 21.383 at 0 ft fc k.si 18.804 at 8.67 fl -18.804 at 8.57 fl -21.383 at o fl 9.086 at 0 ft I .853 at o fl Calculated By: AT Checked By: NS Sheet: 49 \f c:::=~~~;, ____ ··----~~--·::~ k 61.298 at oft k.-ft -.959 at 8.57 ft Half Ts Beam to Column Connections Beam to Column Bolted Connection Max Moment M= Max Horizontal Load F= Max Vertical Load P= Geometry and Section Properties Column Depth D= Column Width W= Column Wall Thickness t= c Plate Length N= Plate Width B= Bolt Diameter db= Bolt Edge Distance d= e Longitude Bolt Spacing 51= Transverse Bolt Spacing 52= Bolt Clearance b= Material Properties Plate Ultimate Strength F = u Plate Modulus Elasticity E= Bolt Design 53.905 k-ft 0.853 k 8.759 k 10 in 10 in 0.3125 in 17 in 17 in 1.125 in 1.5 in 14 in 14 in 2 in 58 ksi 29000 ksi 81= N-{d9x2): 82"' B-(d9x2) b"'(s,-D)/2 Calculated By: AT Checked By: NS Sheet: 50 Max Tension Force T= 50.3 k T=(M-Px(D/2))/{0ii-b) Numer of Bolts n= Required Tension fnt= Nominal Tension Fnt= Max Shear Force V= Reuired Shear fnv= Nomial Shear Fnv= 2 each side 4 total 25.1 k 44.7 k 0.853 k 0.213 k 23.8 k T/n(2) AISC Table 7-2 V/n(4) AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness Ofnt + fnv J = Fnt Fnv {AISC J3-6b) 0.57 Use (4) 11/8" Dia ASTM A325 Bolts b'= 1.59 in 0.81 in Use 1" x 17" x 17" ASTM A36 b'=(s,-D)/2+td2-dbl2 fmln""~{(6.66xf"'tl<b' )/( S2/2 xFu)) nib 1 ~ e~n~e~r~g~y~==:==:::::::::::::--- Beam to Plate Welded Connection Max Moment Horizontal Load Vertical Load M= F= P= Geometry & Material Properties Rectangle Weld Width b= Rectangle Weld Depth d= Beam Thickness Weld Electrode FExJ<= Determine Minimum Weld Size Area of Weld Aweld= Moment of Inertia I weld= Allowable Weld Stress Fw== Flexure Tension fb= Axial Tension ft= Shear Stress f-v- Resultant Weld Stress f,= Required Weld Leg w:: r 53.905 k-ft 0.853 k 8.759 k 17 in 8.375 in 0.3125 in 70 ksi 50.75 in 694.10 in3 21 ksi 3.90 k/in 0.17 k/in 0.02 k/in 3.73 k/in 0.25122574 in Use 3[8" Fillet at Ends Flare Bevel Factor R= 0.46875 Effective Flare Throat Xtb= 0.14648438 Required Weld Leg w= r 0.1776166 Effective Throat Reqd x= 0.04403426 Use 3[8" Flare Bevel at Sides Calculated By: AT Checked By: NS Sheet: 51 1 -t d t nt4~x ~--~HSSBEAM ~ 1,~--/J------,, Lt --.. ,/ a£-::-L - CONN PLATE: (Plate Length) (HSSlOxlOxS/16) Aweld=2x(b+d} *treat weld as a line lwe1d={d2/6}x(3)(b+d) F......=:0.3x:Fiill fb= Mzx( d/2 )/I weld fi=PyfAwelci' fv~FxfAweld fr="'-'((fb-ft)2+fv 2) Wr=t'r /(0.707xFw) R=l.Sxtb x=S/16xR w,=f,/fw x=f,/.707 Column to Plate Welded Connection Max Moment M= 53.905 k-ft Horizontal Load F= 0.853 k Vertical Load P= 8.759 k Geometr'i. & Material ProQ.erties Rectangle Weld Width b= 8.375 in Rectangle Weld Depth d= 8.375 in Beam Thickness tb= 0.3125 in Weld Electrode FExx= 70 ksi Determine Minimum Weld Size Area of Weld Aweld= 33.5 in Moment of Inertia I weld= 391.62 in3 Allowable Weld Stress F = w 42 ksi Flexure Tension fb= 6.92 k/in Axial Tension ft= 0.26 k/in Shear Stress f= v 0.03 k/in Resultant Weld Stress f= r 6.66 k/in Required Weld Leg w= r 0.22413059 in Use CJP Calculated By: AT Checked By: NS Sheet: 52 1 -t d t 1 ti-J-x +--dsMz (HSSlOxlOxS/16) ~>iRK?® ~.am C!M,~Ji\'JN z Aweld=2x(b+d} *treat weld as a line lwe1d={d2/6)x(3xb+d):f) Fr0.6xFaJ< fb=Mzx( d/2 )llweld fi=Py/Aweld . fv~ Fx/Aweldl fr="'-'((fb-fll+t}) w,;;:f, 1(0.707~~F....,) Half T Column to Pier Connections Max Moment at Base of Column Column: 1113 Shape: HSS1lllx1Ux5 Material: ASTMA500Gr-B Length: SAi7 ft I Jo,int t44A J Joint N5 lC 1: IJ+{UiW Code Check: 0.723 (bem:Jirng) Report Ba.sed On 5 Sections 1_1 ... 819 at 0. : .78.9 at 857 fl 21.333 at 0 fl fc 18.804 at8.57 fl -18.804 at 8.67 fl fi Check Seismic Deflecton: ksi A 8.759 at R57 ft J153 ato fl v L.~, 53.905 at 8.67 fl -.959 at 8.67 fl h= 135.468 in ~allow= 3.3867 in ~lAE= 1.694 in Calculated By: AT Checked By: NS Sheet: 53 -.,,,,J k k-ft .02S*h 1.4*1.25*.7E Column to Base Plate Welded Connection Max Moment M= 61.298 k-ft Horizontal Load F= 0.853 k Vertical Load P= 9.086 k Geometr'i. & Material Proeerties Rectangle Weld Width b= 8.375 in Rectangle Weld Depth d= 8.375 in Beam Thickness tb= 0.375 in Weld Electrode FExx= 70 ksi Determine Minimum Weld Size Area of Weld Aweld= 33.5 in Moment of Inertia I weld= 391.62 in3 Allowable Weld Stress F = w 42 ksi Flexure Tension fb= 7.87 k/in Axial Tension ft= 0.27 k/in Shear Stress f= v 0.03 k/in Resultant Weld Stress fr= 7.59 k/in Required Weld Leg w= r 0.25574827 in Use CJP Calculated By: AT Checked By: NS Sheet: 54 t d ~ ~=-l --t 1 X ( Mz z (HSSlOxlOxS/16) Aweld=2x(b+d) *treat weld as a line l~ld=( d2 /6 }x(3xb+dif) f'vr"'"0.6xFa.Jc fb""Mzx(d/2)/lweld ft=Py/Aweld fv=Fx/Aweld f,==-J( (fb-ft)2+f/)) Wro:fr 1(0. 707:"F~'~') PLATE Column to Base Plate Connection Max Moment M= 61.298 k-ft Horizontal Load f = nv 0.853 k Vertical Load P= 9.086 k Geometr'i. and Section ProQ.erties Column Depth D= 10 in Column Width W= 10 in Column Wall Thickness t= c 0.3125 in Plate Length N= 20 in Plate Width B= 17 in Bolt Diameter db= 1.5 in Bolt Edge Distance d -· e-· 2.5 in Longitude Bolt Spacing sl= 15 in Transverse Bolt Spacing Sz= 12 in Bolt Clearance b= 2.5 in Material ProQ.erties Plate Ultimate Strength F = u 65 ksi Plate Modulus Elasticity E= 29000 ksi Anchor Rod Design Max Tension Force T= 61.3 k Numer of Bolts n= 2 Required Tension fnt= 30.65 k Check Tension Strength o[Bolts and Threaded Parts Bolt Diameter db:: 1.5 in Area of Bolt Ab= • 2 1.76625 In Ultimate Steel Strength F = u 75 ksi Net Tension Strength fnt= 56.25 ksi Factor of Safety Ob= 2 Design Tension Strength Fnt= 49.7 k Net Shear Strength V= 30 ksi Design Shear Strength Fnv= 26.5 k Combined Tension and Shear s1= N-(dex2)= S2"' B-(d8x2) M/s Rat=T/(n/2)= (db/2)2 *n 0.75*Fu fnt*Ab/Ob 0.4*Fu V*Ab/Ob Calculated By: AT Checked By: NS Sheet: 55 Ofnt fnv J Fnt + Fnv = 0.65 {AISC J3-6b) Use (2) 11/2" Dia x 3'-0" Embed F1554 Grade 55 Anchor Rods ea side of column, (4) Total Full T Base Plate Design (Wind) Base Plate Dimensions (as revised) Dimension (wind direction), (N)= Dimension, (B)= Elipse Cut out length (LE) Elipse Cut out depth (DE)= Bolt Hole Diameter (db)= Area of Half Elipse Cut out (AE)= Area of oversized holes(4 total) (A0)= area of base plate w/ cutouts (A1)= area of the base (A2)= (AiAl)o.s = thickness= Typical base plate edge distance (Xd= Face of HSS of centerline of anchors along = short dimension (D5) Face of HSS of centerline of anchors along = long dimension (Dd distance from bolt to center of hss (x)= distance between bolts (d)= Pier Specifications Pier Diameter= 30 in f'c= 3000 psi Calculate Permissible Concrete Bearing Stress 20 in 17 in 5 in 2 in 2 in 7.85 in2 12.56 in2 311.74 in2 1054 in2 1.8 1 in 2.5 in 1 in 2.5 in 7.5 in 15 in Pc= 0.3f'c (Ai A1)05 = 1220 psi Callculated By: AT Checked By: NS Sheet: 56 n:* A.E/2 * BE/2 n:*(db/2)2*4 critical dmension for wind Base Plate Design (cant) Page 13: D+.0.6W M= 1086 lb-ft P= 16778 lbs V= 1377 lbs Shear is tranfered thru the anchor rods Calculate Total Force in the Concrete Triangular Stress Block C1= C1= k= C1= C1= T= C-P C= P= (M+ Px)/d(1-k/3) kdBpJ2 0.063 9456 lbs 9803 lbs 9456 lbs 16778 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = -7322 lbs governs design Calculate Base Plate Thickness M= 18304 lb-in T*DL Fy= 36000 psi tmin= (6M/0.75FyB) AO.S tmin= 0.49 in I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 57 Full T Base Plate Design (Seismic} Base Plate Dimensions (as revised} Dimension (wind direction), (N)= Dimension, (B)= Elipse Cut out length (LE) Elipse Cut out depth (DE)= Rectangular cut out length (LR)= Rectangular cut out depth (DR)= Bolt Hole Diameter (db}= Area of Half Elipse Cut out (AE}= Area of Half Elipse with rectangle cut out (AR}= Area of oversized holes(4 total} (A0 }= area of base plate w/ cutouts (A1}= area of the base (A2)= (Az/ Al}o.s = thickness= Typical base plate edge distance (XE}= Face of HSS of centerline of anchors along = short dimension (D5} Face of HSS of centerline of anchors along = long dimension (DL} distance from bolt to center of hss (x}= distance between bolts (d)= Pier Specifications Pier Diameter= 30 in f'c= 3000 psi Calculate Permissible Concrete Bearing Stress 20 in 17 in 5 in 2 in 10 in 0.75 in 2 in . 2 7.85 m 11.6 in2 • 2 12.56 m . 2 307.99 m 1054 in2 1.8 1 in 2.5 in 1 in 2.5 in 6 in 12 in Pc= 0.3f'c (A2/ A1}05 = 1224 psi Calculated By: AT Checked By: NS Sheet: 58 rr*AE/2*Bd2 rr*Ad2*BE/2+(LR-Ld*DR rr*(db/2}2*4 critical dmension for seismic () Base Plate Design (cant) Page 13: D+0.875E M= 23313 lb-ft P= 6259 lbs V= 2068 lbs Shear is tranfered thru the anchor rods Calculate Total Force in the Concrete Triangular Stress Block Cl= Cl= k= Cl= Cl= T= C-P C= P= (M+ Px)/d(1-k/3) kdBpcf2 0.230 28638 lbs 28717 lbs 28638 lbs 6259 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = 22379 lbs governs design Calculate Base Plate Thickness M= 22379 lb-in T*D5 Fy= 36000 psi tmin= (6M/0.75FyB) AO.S tm;n= 0.54 in I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 59 Half T Base Plate Design (Wind) Base Plate Dimensions (as revised) Dimension (wind direction), (N)= Dimension, (B)= Elipse Cut out length (LE) Elipse Cut out depth (DE)= Bolt Hole Diameter (db)= Area of Half Elipse Cut out (AE)= Area of oversized holes(4 total) (A0)= area of base plate w/ cutouts (A1)= area of the base (A2)= (AiAl.s = thickness= Typical base plate edge distance (Xd= Face of HSS of centerline of anchors along = short dimension (D,) Face of HSS of centerline of anchors along = long dimension (Dd distance from bolt to center of hss (x)= distance between bolts (d)= Pier Specifications Pier Diameter= 30 in f'c= 3000 psi Calculate Permissible Concrete Bearing Stress 20 in 17 in 5 in 2 in 2 in • 2 7.85 In . 2 12.56 In 311.74 in2 1054 in2 1.8 1 in 2.5 in 1 in 2.5 in 7.5 in 15 in Pc= 0.3f'c (AiA1)05 = 1220 psi Calculated By: AT Checked By: NS Sheet: 60 rr.*AE/2*BE/2 rr.*{db/2)2*4 N*B-2*AcAo critical dmension for wind Base Plate Design (cont) Page 31: D+.0.6W M= 61298 lb-ft P= 9086 lbs V= 721 lbs Shear is tranfered thru the anchor rods Calculate Total Force in the Concrete Triangular Stress Block Cl= Cl= k= Cl= Cl= T= C-P C= P= (M+ Px)/d(1-k/3) kdBpJ2 0.400 61825 lbs 62241 lbs 61825 lbs 9086 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = 52739 lbs governs design Calculate Base Plate Thickness M= Fy= 131847 lb-in 50000 psi (6M/0.75FyB) A0.5 1.11 in I usE 11/4" x 17" x 20" ASTM A572 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 61 Half T Base Plate Design (Seismic) Base Plate Dimensions (as revised) Dimension (wind directionL (N)= Dimension, (B) = Elipse Cut out length (Ld Elipse Cut out depth (DE)= Rectangular cut out length (LR)= Rectangular cut out depth (DR)= Bolt Hole Diameter (db)= Area of Half Elipse Cut out (Ad= Area of Half Elipse with rectangle cut out (AR)= Area of oversized holes(4 total) (A0 )= area of base plate w/ cutouts (A1)= area of the base (A2)= (A2/ Al)o.s = thickness= Typical base plate edge distance (Xd= Face of HSS of centerline of anchors along = short dimension (D5) Face of HSS of centerline of anchors along = long dimension (DL) distance from bolt to center of hss (x)= distance between bolts (d)= Pier Specifications Pier Diameter= 30 in f'c= 3000 psi Calculate Permissible Concrete Bearing Stress 20 in 17 in 5 in 2 in 10 in 0.75 in 2 in . 2 7.85 m • 2 11.6 m 12.56 in2 307.99 in2 1054 in2 1.8 1 in 2.5 in 1 in 2.5 in 6 in 12 in Pc= 0.3f'c (Ai A1)05 = 1224 psi Calculated By: AT Checked By: NS Sheet: 61 n*AE/2*BE/2 n* AE/2* BE/2+(LR-LE)*DR n*(db/2)2*4 critical dmension for seismic Base Plate Design (cant) Page 31: D+0.875E M= 30919 lb-ft P= 3406 lbs V= 1116 lbs Shear is tranfered thru the anchor rods Calculate Total Force in the Concrete Triangular Stress Block Cl= Cl= k= Cl= Cl= T= C-P C= P= (M+ Px)/d(1-k/3) kdBpJ2 0.290 36113 lbs 36209 lbs 36113 lbs 3406 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = 32707 lbs governs design Calculate Base Plate Thickness M= 32707 lb-in T*D5 Fy= 50000 psi tmin= (6M/0.75FyB) A0.5 tmin= 0.55 in I usE 11/4" x 17" x 20" ASTM A572Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 62 ,_ ' Si!t:!>mM:: ~ Calculated By:. AT Checked By:: NS Sheet: 64 Anchor Rod Design Due to Variable Grout Thickness T= 52739 lb V= 7211b sheet 61 #of anchor rods= 3.75 Grout Threaded rod diameter= Area= Section Modulus= F= y Mdemand= Mstrength= Tdemand= Tstrength= I Combined Bending and Tension MdemanctfMstrength + T demanctfTstrength= 4 total 2 ea side 1.5 in 1.77 in2 0.563 in3 55000 psi 676 lb-in 18525.45 lb-in 26369.5 lbs 58169.91 lbs 0.489806 < T= 26370 #/anchor rod T/2 V= 180.3 #/anchor rod V/4 TOP OF CONCRETIE PIER Vh FvZ/1.67 T FyA/1.67 1 OK !Therefore, 1.5" diameter threaded rod is adequate w/ 3.75" Grout I Company MBL Energy Designer AT Job Number Model Name La Costa Paloma -Full Tat Grade Reactions Load Combinations Dec 9, 2015 Checked By: NS Descriotion So ... P ... S ... BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac .. .BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac ... 1 D+0.6W Yes Y 1 1 2 .6 3 1.106D+0.875E Yes Y 1 1.106 4 .875 5 D Yes Y 1 1 7 -W Yes Y 3 1 Joint Reactions LC Joint Label x rkl Yrkl MZ rk-ftl 1 1 N1 -1.377 16.873 2.382 2 ;· 1 ·""' . Totals: ·•t: ' ..... -1.377• 1:6.873 ;>I .·I 3 1 COG (ft): X: -.915 Y: 12.94 4 ···. 2 .. N1 . 1.31···· •·· .~7!.122 .. ····•····· . -5.598' 5 2 Totals: 1.31 -7.122 6 1z 2 > I COG (ft): j ·> ~· X: -1.632 ,•. ·y;_;f3,327 ·::~~;I .•. ······ 7 3 N'l -2.068 6.364 28.758 If" 3 Totals: ..... -2.068 .. .···.•·'·6?S'M >.· 9 3 COG (ft): X: .129 Y: 12.69 10 .. :0'4 N'l ·;.· ··i• -2.d68 ... ::·T 2.842 ·~ .. 27 . .99'5 11 4 Totals: -2.068 2.842 12 ::.4 COG (ft): ..... · •••• X: .129 Y: 12-,;gg} \>: . ..•. _;;_, 13 5 N1 0 5.754 .804 14;~ 5 Totals: . : 0 ... · .. > 5.754 : ; .............. <. 15 5 COG (ft): X: .129 Y: 12.69 '16 6 .. ··. Ntf': ··· < -2.295 ; 18.532 •;·; . ; •·:.2:.32.7 17 6 Totals: -2.295 18.532 "'18 6 GOGifti: •• X: .:1.456 .. Y: 13.07 ·; ;; 19 7 N1 2.183 -17.624 -9.964 20 7 . ·~;. (:: .. E" . Totals: '2.183 ·;·.·. -17:@2..lli •·; ... 21 7 COG (ft): X: -1.057 Y: 13.119 22 8~J\.~~ 1\:·I•·H·· N1 . ;: ...... -2.364 ••• · Ar ."\ 3h328 . .. 23 8 Totals: -2.364 0 24 •·•i"iB COG (ft): . I• NC ··· . ··••• .. ·NC.-:·•···•··•·· . ; ~"·· ...•.. RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\6 high.r2d] Page 65 . .·. Company MBL Energy Designer AT Job Number Model Name La Costa Paloma -3 High Up Load Combinations Dec 10,2015 Checked By: NS Descriotion So ... P ... S ... BLC Fac ... BLC Fac ... BLC Fac .. .BLC Fac .. .BLC Fac .. .BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... 1 D+0.6W Yes Y 1 1 2 .6 2 3 1.106D+0.875E Yes Y 1 1.106 4 .875 0.4!MPot0.875E Yes Y ;; 1 .494 4 .875 1 " .; ·.· .. :. 5 D Yes Y 1 1 6 W Yes 'f ~--2 1 .. zz .. ·. 7 -W Yes Y 3 1 .... Joint Reactions LC Joint Label Xlkl Ylkl MZ lk-ftl 1 1 N4A -.721 9.181 63.938 2 1 :• . Totals~z:.:. · ·. ·:. 1·. ;".;"72-'1 ·z ·:~;.g;;181 T ; 3 1 COG_(ft): X: 7.974 Y: 11.611 4 2'' . "N4A.•···•-l.~z .686 '.,:.'$.808 .z··· ~31.283.~-- 5 2 Totals: .686 -3.808 ""6 2•-... ..... C®G (ft): ..... X: 8.339 Y:'12-:282 ··;_ • 7 3 N4A -1.116 3.511 33.841 8:-3 z •··~ ). Totals· ••••••• -1.116 3.51~ ••••• .. (• 9 3 COG (ft): X: 7.933 Y: 11.12 10 4 .. ;z N4A I· < z -1.116' 1.5SB z,: · .. _ .. •..• 22.419 •••• 11 4 Totals: -1.116 1.568 12 4< "z <; C®G (ft): ·_ ..... ': •• X: 7.933' Y: 11.12 ... ,;1:· 13 5 N4A 0 3.174 18.531 14 5 ... .•. Tot'als: !?:'{••. \'"' 0 ········••······· •••• 3.174Z" . :•': 15 5 COG (ft): X: 7.933 Y: 11.12 16 6 z•••;;. 1\14~ ::z:·;;;;:z;~~ ·•·;;1.202 .·.· ......... ·.· .... 10.011:" ' 75iM2 .: 17 6 Totals: -1.202 10.011 18 .... 6 ... ")··· .. co·t.Irltf~:lii ······· X:7.996 .; z; ·: < •:-.~.Y: 11.87"' ··~·· . 19 7 N4A 1.14:3 -9.521 -68.831 20 7:•i~ ·· ... ····.··. ..... :-T otals:•1· ... ·· ·;~ . 1::t43 .. · .. · ...•. < .. .:.9.521 : •• I"' -~~-•• 21 7 COG lft): X: 8.204 Y: 11.895 •22 ··a ... .. N4N7,:'1 ...... (. ".:.j·~275 . ··· .•... !"················· 0 ..... 15.222 -~ 23 8 Totals: -1.275 0 24 8 ;- ·-.···· • COG fff·~'(i :}··:;~.·· :NC •. w·; ··•·•·····Nc .:-. .• r.•.··.···· ;.; •• RISA-20 Version 14.0.0 [G:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 66 c MBL Energy 1698 Rogers Ave, San Jose, CA 95112 Bendmg 1n Dnlled P1er Pier Data: Pier Diameter (D): Effective member depth (D.)= 0.8*D: Effective member width (b)= Ag= Drilled Pier Reinforcing: Concrete Pier Design Minimum reinforcing area per gross cross section (A,): ACI10.9.1 Minimum gross cross section larger than needed (A.): ACI10.8.4 Minimum required area of reinforcing (As)= .01 * 0.5 *A.= Trial Reinforcing size: Cross section area of one reinforcing bar: Number of reinforcing bars using (N): Area of reinforcing steel provided (A,): Typical drilled pier reinforcing: Check pier reinforcing for bending: Concrete compressive strength, f',= reinforcing steel yield strength, fv= reinforcing depth (d) d =D. *12-3.5= strength reduction factor($)= ultimate moment (Mul= nominal moment (M,)= reinforcing steel ratio (p)= area of steel reinforcing required (A"eq'd): area of steel reinforcing provided (A,pmv'd): a= calc. design strength $Mn= Drilled pier ties: Provide ties@ 16 longitudinal bar diameters full height of drilled pier ACI 7.10.5.2 Maximum required spacing= Drilled pier ties: !Therefore, use 2'-6" diameter w/ 8-#6 vertical bars and #4 ties @ 12" pitch 0.01 X Ag= # CALC BY AT CHECKED BY 2.5 ft 2ft 2.45 ft 706.9 in2 7.07 in2 3.53 in2 6 0.44 in2 8 3.52 in2 >3.53 8-#6 vertical bar 3000 psi 60000 psi 20.5 in 0.9 89.5 kip-ft 99.459 kip-ft 0.0051 > Pm;n=.005 1.090 in2 NS 1.4x 63.938 1.320 in2 1.055 in 3-# 6 at top 118.6 kip-ft 0.75 <1 OK 12 in #4@ 12" o.c. SHEET NUMBER OK sheet 66 D+0.6W 67 MBL Energy CALC BY SHEET NUMBER 1698 Rogers Ave, San Jose, CA 95112 AT CHECKED BY 68 Concrete Pier Design NS Design Manual: CBC 2013 1 ACI . 318--11 Pa Va ~ F.G. dn Geotechnical Design Criteria: TRC ~ dl14 \~ ~ PtofFixity j Report No: 241399 Passive Pressure: Ppst= 450 pcf Skin Friction: 1-lsst= 750 psf I dr I Pier Diameter: ~p= 2.5 ft Effective Pier Diameter: ~efF 5ft Neglected Depth for Passive: dn= 1 ft JLS Compressive Strength of Concrete: f'-c-3 ksi Steel Yield Strength: f= y 60 ksi Clear Cover to Spirals: c= 3 in Height from ground surface to load: h = c 15.536 ft Effective design height: heff= 17.036 ft Required embedment depth: d= r 5 ft Depth to Fixity: dt= 2.3 ft Determine Longitudinal and Transverse Reinforcing Steel: Loads, Pages 66 Dead Load Moment: (kip-ft) Mo= 18.531 Wind Load Moment: (kip-ft) Mw= 75.142 Seismic Load Moment: (kip-ft) ME= 15.222 Wind Load Shear: (kip) Vw= 1.202 Seismic Load Shear: (kip) VE= 1.275 Dead Load Axial: (kip) Po= 3.174 Wind Load Axial: (kip) Pw= 10.011 Applied Moment: (kip-ft) Mu= 1.2 X M 0 + 1.6 X (Mw +(df X Vw)) = 146.7916 Applied Axial Load: (kip) Pu= 1.2 x P0 + 1.6 x Pw = 19.8 MBL Energy 1698 Rogers Ave, San Jose, CA 95112 Concrete Pier Design Determine Minimum Reinforcement: Gross Area of Concrete: Longitudinal Reinforcement: Minimum Reinforcement Ratio: Required Minimum Area of Steel: Area of HSS Column iri Concrete Transverse Reinforcement: Diameter of Confined Core: Area of Confined Core: Minimum Reinforcement Ratio: Diameter of spiral bar: Area of spiral: Pitch Required: A= g Pmin= Asr= Asteel= D= c AcH= Psminl= Psmin2= Psmin= Psmin'= S= . 2 706.9 m 0.005 3.53 in2 11.10 in 2 24 in . 2 452.4 m 0.006 0.013 0.013 0.006 0.5 in 0.20 in2 5.1 in CALC BY SHEET NUMBER AT CHECKED BY 69 NS (Volumetric Reinf. Ratio Equation) !Therefore, use 2'-6" diameter w/ 8-#6 vertical bars and #4 ties@ 6" in upper 3' and 12" below JOB TITLE La Costa Paloma -Full T JOB NO. CALCULATION NO. ORIGINATOR AT DATE -------------------------------------------------- SHEET 70 OF REVIEWER NS DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo:, D+0.6W, Page 65 Applied Loads at Top of Footing Fo•oting Depth Required for Lateral Load d = 0.5A{I +[I 1-(4.36/!M)j"-'} (Equation 18-l.l Downward, 16.873 k Depth Required, d req'd = 3.09 ft Lateral Shear, P= 1.377 k Moment, 2.382 k-ft Uplift, 0.000 k Resultant Height of Lateral Shear, h= 12.000 ft Soil Properties Allowable Lateral Bearing Pressure, qp = 450 pcf 6,000 psf Maximum Allowable Lateral Bearing, note 2 Skin Friction Downward, note 2 Skin Friction Upward, note 2 1,000 psf 600 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 750 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Soils Report Notes 1. neglect upper 12 inches S3 = 2,250 pcf A= 1.7185 b= 5.000 ft b= 2.500 ft d= 5.000 ft 39.270 ft"2 145 pcf 3.559 k Depth Proposed is Adequate for Lateral Load Downward Load Allowable Bearing Pressure Resultant, 39.260 k Footing Proposed is Adequate for Downward Load <==ITERATE CELL TO MATCH d reqd Total Embedm1~nt Soil Neglect, note 1 ft Embedment 6.000 ft 2. skin friction and bearing may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Flag Pole Footing-Unconstrained_full T 6 JOB TITLE La Costa Paloma -Full T Pier Depth JOB NO. ________ CALCULATION NO. ________ ORIGINATOR ..:..A..:..T:...._ ________ DATE SHEET 71 OF REVIEWER NS DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo: 0.6D+0.6W, Page 65 Applied Loads at Top of Footing Footing Depth Required for Lateral Load d = 0.5A{l + [l + (4.36h/Ajf"1l (Equation 18·1 J Downward, 0.000 k Depth Required, d req'd = 3.40 ft Lateral Shear, P= 1.310 k Moment, 5.598 k-ft Uplift, 7.122 k Resultant Height of Lateral Shear, h= 12.000 ft Soil Properties Allowable Lateral Bearing Pressure, qp = 450 pcf 6,000 psf Maximum Allowable Lateral Bearing, note 2 Skin Friction Downward, Skin Friction Upward, 1,000 psf 667 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 750 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Reduce Footing Dead Load for Uplift by, Soils Report Notes 1. neglect upper 12 inches S3 = 2,250 pcf A= 1.6349 b= 5.000 ft b= 2.500 ft d= 5.000 ft 39.270 ftA2 145 pcf 3.559 k 0.900 Depth Proposed is Adequate for Lateral Load Uplift Loads Skin Friction Resistance, 29.376 k Footing Proposed is Adequate for Uplift Load <==ITERATE CELL TO MATCH d reqd Total Embedment Soil Neglect ft Embedment 6.000 ft 2. skin friction and bearing may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Flag Pole Footing -Unconstrained_full T JOB TITLE La Costa Paloma -Full T Pier Depth JOB NO. CALCULATION NO. ORIGINATOR AT DATE ------------------------------------------------- SHEET 72 OF REVIEWER N:S DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo:, D+0.875E, Page 65 Applied Loads at Top of Footing Footing Depth Required for Lateral Load d = 0.5A! I + p + (4.36h!A)J'121 (Equation l8·1J Downward, 6.364 k Depth Required, d req'd = 5.09 ft Lateral Shear, Moment, Uplift, Resultant Height of Lateral Shear, Soil Properties Allowable Lateral Bearing Pressure, Maximum Allowable Lateral Bearing, Skin Friction Downward, note 2 Skin Friction Upward, note 2 P= 2.068 k 28.758 k-ft 0.000 k h= 12.000 ft qp = 450 pcf 6,000 psf 1,000 psf 667 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 788 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, S3 = 2,363 pcf Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Reduce Footing Dead Load for Uplift by, Soils Report Notes 1. neglect top 12 inches A= 2.458 b= 5.000 ft b= 2.500 ft d= 5.250 ft 41.233 ft"2 145 pcf 3.737 k 0.900 2. skin friction may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Depth Proposed is Adequate for Lateral Load Downward Load Allowable Bearing Pressure Resultant, 41.223 k Footing Proposed is Adequate for Downward Load <==ITERATE CELL TO MATCH d reqd Total Embedmont Soil Neglect, nolle 1 ft Embedment 6.250 ft I use 2'-6" Diameter Pier with 6'-3" Embedment :::J Flag Pole Footing-Unconstrained_full T JOB TITLE La Costa Paloma -High T Pier Depth JOB NO. ________ CALCULATION NO. ________ ORIGINATOR _A_T _________ DATE SHEET 73 OF REVIEWER NS DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo:, D+0.6W, Page 66 Applied Loads at Top of Footing Footing Depth Required for Lateral Load d=0.5A{l +ll +(4.36hli1)}"1} fEquatlonl8-1) Downward, 9.181 k Depth Required, d req'd = 6.14 ft Lateral Shear, P= 0.721 k Moment, 63.938 k-ft Uplift, 0.000 k Resultant Height of Lateral Shear, h= 13.000 ft Soil Properties Allowable Lateral Bearing Pressure, qp = 450 pcf 6,000 psf Maximum Allowable Lateral Bearing, note 2 Skin Friction Downward, note 2 Skin Friction Upward, note 2 1,000 psf 600 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 975 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Soils Report Notes 1. neglect upper 12 inches S3 = 2,925 pcf A= 0.6922 b = 5.000 ft b = 2.500 ft d = 6.500 ft 51.051 ftA2 145 pcf 4.626 k Depth Proposed is Adequate for Lateral Load Downward Load Allowable Bearing Pressure Resultant, 51.038 k Footing Proposed is Adequate for Downward Load <==ITERATE CELL TO MATCH d reqd Total Embedment Soil Neglect, note 1 ft Embedment 7.500 ft 2. skin friction and bearing may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Flag Pole Footing -Unconstrained_ 4 high up JOB TITLE La Costa Paloma -High T Pier Depth JOB NO. ________ CALCUlATION NO. ________ ORIGINATOR A_T __________ DATE SHEET 74 OF REVIEWER NS DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo: 0.6D+0.6W, Page 66 Applied Loads at Top of Footing Footing Depth Required for Lateral Load d = 0.5A {l + I I +· (4.36h/M.f"} (Equation 18·)) Downward, 0.000 k Depth Required, d req'd = 4.91 ft Lateral Shear, P= 0.686 k Moment, 31.283 k-ft Uplift, 3.808 k Resultant Height of Lateral Shear, h= 13.000 ft Soil Properties Allowable Lateral Bearing Pressure, qp = 450 pcf 6,000 psf Maximum Allowable Lateral Bearing, note 2 Skin Friction Downward, Skin Friction Upward, 1,000 psf 667 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 863 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Reduce Footing Dead Load for Uplift by, Soils Report Notes 1. neglect upper 12 inches S3 = 2,588 pcf A= 0.7445 b= 5.000 ft b= 2.500 ft d= 5.750 ft 45.160 ftA2 145 pcf 4.093 k 0.900 Depth Proposed is Adequate for Lateral Load Uplift Loads Skin Friction Resistance, 33.783 k Footing Proposed is Adequate for Uplift Load <==ITERATE CELL TO MATCH d reqd Total Embedment Soil Neglect ft Embedment 6.750 ft 2. skin friction and bearing may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Flag Pole Footing -Unconstrained_ 4 high up JOB TITLE La Costa Paloma -High T Pier Depth JOB NO. ________ CALCULATION NO. ________ ORIGINATOR ..:..A..:..T:...._ ________ DATE SHEET 75 OF REVIEWER NS DATE Design of Unconstrained Pole Footing In Accordance with CBC 2013, Section 1807.3.2.1 Load Combo:, D+0.875W, Page 66 Applied Loads at Top of Footing Downward, Lateral Shear, Moment, Uplift, Resultant Height of Lateral Shear, Soil Properties Allowable Lateral Bearing Pressure, Maximum Allowable Lateral Bearing, Skin Friction Downward, note 2 Skin Friction Upward, note 2 1.568 k P= 1.116 k 22.419 k-ft 0.000 k h= 13.000 ft qp = 450 pcf 6,000 psf 1,000 psf 667 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 825 pcf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, passive, note 3 Diameter, Proposed Depth Below Grade, note 4 (Max Depth Allowable is 12 feet) Skin Friction Area, Concrete Unit Weight, Footing Weight, Reduce Footing Dead Load for Uplift by, Soils Report Notes 1. neglect top 12 inches S3 = 2,475 pcf A= 1.2662 b = 5.000 ft b = 2.500 ft d = 5.500 ft 43.197 ftA2 145 pcf 3.915 k 0.900 2. skin friction may be increased by 1/3 for wind or seismic 3. Passive acts on twice the diameter 4. 5' mimimum depth Footing Depth Required for Lateral Load d."" 0.5A f l + ( l + (4.36/:JA)f'; I (Equation 18-lJ Depth Required, d req'd = 4.57 ft Depth Proposed is Adequate for Lateral Load Downward Load Allowable Bearing Pressure Resultant, 43.186 k Footing Proposed is Adequate for Downward Load Downward Load Skin Friction Resistance, 46.709 k Footing Proposed is Adequate for Uplift Load <==ITERATE CELL TO MATCH d reqd Total Embedment Soil Neglect, note 1 ft Embedment 6.500 ft I Use 2'-6" Diameter Pier with 7'-6" Embedment Flag Pole Footing -Unconstrained_ 4 high up Mono Multi Solutions til it Page 76 PD14 reduces installation lime and BOS c:osis One the most trusted modules m F~cdd proven perforTrKlnce *' ()ver 30 in---house i·ests (UV, and ntony rnore} n in-house l·es·hrlg ~:oes beyond cerfification requiremen·i·s >t P!D rcslstont Certified to withstand conditions • 2400 Fa wind loocl $ 5400 snovv !oad ~ 25 rnrn hoi! stones ol 82 krn/h Years 10 15 • environmental 20 25 f § "' "' "' 10,00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 um o.oo 6-0 4.3 {;ROUNDING HOLE ,-- ·~·NHOLE ~EPLATE Bock View 35 MO!:l!Jl!:(315Wj 10 20 30 Voltage(V) ( E: c@us ((i· LISTED c us Trinasolar Sn:art Energy Together "' 0 50 Page 77 4 Peak Power Watts-PMAx (Wp) 300 305 310 315 [%} Maximum PowerVoltage-VMPP (V) 36.2 36.6 37.0 37.1 Power Current-IMee {A) Open Circuit Voltage-Voc (V) 45.4 45.5 45.5 45.6 :s~f;l~tt Circuit current-he (A} s.ss Module Efficiency l]m (%) 15.5 15.7 16.0 16.2 STC: lrradiance 1000 W/m2, Cell Temperature 25°C, Air Mass AM1.5 according to EN 60904-3. Typical eff1ciency reduction of 4.5% at 200 W/m2 according to EN 60904-1, EU::CTR;CAl DATA Maximum Pawer-PMAX (Wp) 223 227 231 235 Power Voltoge-V"" {V) 33.5 34.1 Maximum Power Current-IMee {A) 6.66 6.72 6.77 6.88 Voltage-Voc (V) 42.1 Short Circuit Current-lsc [AI 7.08 7.11 7.15 7.27 NOCT: lrradiance at BOO W/m2, Ambient Temperature 20°C, Wind Speed 1 m/s. Solar cells Multicrystalline 156 x 156 mm (6 inches) Cell dtl~r\tation >~" "c'> ~ 72 cells (6 x 121 Module dimensions 1956 >< 992 x 40 mm(77>< 39.05 x 1.57 inches) 2.7.6 kg (60,81b) Glass 4.0 mm.High Transmission. AR Coated Tempered Glms White Frame Silver Anodized Aluminium Alloy IP 65 or I P 67rat~d Cables Photovoltaic Technology cable 4.0mm' (0.006 inches'). 1200mm (47.2 inches) MC4 or MC4 Compotlble MAXIMUM RMINGS RATINGS Nominal Operating Cell Temperature (NOCT) Operational Temperature -40-+SS'C Temperature Coefficient of Voc 1ert1i!iercllur·e Coefficient of lsc WARRANTY -OA1%fOC -0.32%/°C 0.05%/"C 10 year Product Workmanship Warranty 25I~~ur linear Power Warranty (Please refer to product warranty for details) ?ACKAGING CONFIGURATION Modules per box: 26 pieces System Max Series Fuse Rating CAUTION: READ SAfETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. 15A © 2015 Trina Solar Limited. All rights reserved. Specifications included in this datasheet are subject to change without notice. ··solarCity STRUCTURAL DESIGN CALCULATIONS by ANDY WHITE, P.E. PROJECT: Community Housing Works -La Costa Paloma Project # 9216203 546.84 kW Roof Mount Solar PV System 1953 Dove Lane San Diego, CA 92009 PROJECT DESIGNED BY: SolarCity, Inc. 3055 Clearview Way San Mateo, CA. 94402 888-765-2489 Digitally signed by Andrew White OWNER: Community Housing Works -La Costa Paloma 1953 Dove Lane San Diego, CA 92009 760-432-6878 Date: 2015.10.27 15:50:55 -04'00' PAGES 1 TO 14 · SolarCity. Calculations by: JA Reviewed by: AW .. ···. Table of contents 1 Cover Lener and Design Summarv 2 Vicinitv Map . :3 USGS Site Data ... 41 Dead Load Summarv -,;:}; .;· ,5 Lateral load Analvsis 6 Roof Framing Analvsis ... i1 ZEP PV svstem Calculation Appendix Solar Panel Data Sheets ,,. '· '~ = SolarCity. October 26, 2015 SolarCity 3055 Clearview Way San Mateo, CA 94402 RE: Structural Analysis Report for Community Housing Works -La Costa Paloma Located at: 1953 Dove Lane San Diego, CA 92009 To Whom It May Concern, This report summarizes the structural review for the proposed solar panels on the existing Community Housing Works - La Costa Paloma in San Diego, CA. The structural review of the building was based on on site survey from the building. The drawings are attached in the appendix of this report. The proposed solar panel array system is designed by ZEP and is also contained in this report. Design Criteria: 2013 California Building Code Wind Speed (3 Second Gust) = 110 mph Exposure Category = C Risk Category = II Existing Building Design: Roof Dead Load = 14 psf Roof Live Load = 20 psf The existing building is a Community Housing Works -La Costa Paloma located at 1953 Dove Lane, San Diego, CA. This building's main lateral system is comprised of wood stud walls. The exterior wall is wood stud. The roof structure is a plywood deck over wood trusses. The existing roof structures are comprised of several buildings with plan dimensions are approximately 146ft by 38ft, resulting in a total roof area of 6492 square feet. The roof is considered to be a flexible diaphragm for lateral design Proposed Solar Panel Installation: The proposed PV system to be installed on the existing structure consists of (288) Trina TSM-PD14.18 modules attached to the existing roof with ZEP System. The total weight of the system is approximately 18720 lbs. The arrays will be dispersed roughly evenly throughout the roof in order to distribute the induced lateral forces more evenly throughout the building. Evaluation Process: An evaluation was performed based on the Existing Buildings provisions within Chapter 34 of the 2013 CBC, which included a global check of both the gravity and lateral elements. To avoid a reevaluation of the building to current code requirements, the addition cannot result in an increase of gravity loads to any particular member of more than 5%, nor increase in the lateral forces to any element greater than 10%. If these triggers are exceeded, a more comprehensive reevaluation is required. Gravity Loading: Per the original structural drawings, the roof dead load of the existing building is 14 psf and the roof live load is 20 psf. For the purposes of determining the allowable PV gravity load limit, a loading equivalency analysis was performed and attached to the report. In addition to the equivalency analysis, typical roof framings were checked under the loading condition before and after PV system installation. The framing was Ghecked with existing loads and and PV loads. Lateral Loading: The seismic load evaluation was based on the governing seismic forces transmitted through the roof diaphragm and was calculated to include participation of the roof system and perpendicular bearing walls (top half of wall and parapet). These seismic forces are directly related to the dead load only, as temporary live loads are not considered under lateral analysis. The dead load was calculated and then compared to the dead load of the solar array. Since the dead load of the proposed system was less than 10%, the increase in lateral loading due to seismic force meets the requirements of Chapter 34. The additional wind loading was also reviewed in accordance with Chapter 34. The projected area of the panels was directly compared to the wind receiving surface of the building and found to be less than 10% increase. Based on this result, the additional wind loading on the building due to the addition of solar array was determined to be less than the 10 % limit and no further review is required. Final Conclusion: The capacity of the existing roof structural framing to support the additional loading imposed by the addition of the solar modules, racking and ballasts has been reviewed and found to meet or exceed the requirements of the 2013 CBC, and ASCE 7-10. Please contact our office should further questions or concerns arise, or if additional information is required. A set of final drawings has been prepared and structural calculations are attached for review. Sincrerely, Andy White, PE Professional Engineer 8/18/2015 Design Maps Summary Report IIUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.1033°N, 117 .26427°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III r====:::J..--..., 2mi '---------' 5000m mapquest USGS-Provided Output S 5 = 1.059 g sl = o.4o9 g SMS = 1.140 g SMl = 0.651 g S05 ::: 0.760 ~~ S01 = 0.434 9 For information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -a f!l til MCER Response Spectrum 1.20 1.02 0.96 0.24 0.72 0.60 0.4B 0.36 0.24 0.12 0.00 +----1t---+-+--+---l--i---i--t--t--1 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 LBO 2.00 Period, T (sed -a -f!l til Design B.esponse Spectrum O.BS O.BO 0.72 0.64 0.56 0.4B 0.40 0.32 0.24 0.16 0.02 0. 00 +---lt---+---i--+----l--i---i--1---+---1 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 LBO 2.00 Period, T (sed Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. http:!/ehp2-earthquake.wr .usgs.gov/designmaps/us/summary.php?template= minimal&latitude= 33.1 0330278&1ongitude=-117.2642694&siteclass= 3&riskcategor... 1/1 Dead Load Summary: Element Roof: Walls, Ext.: DEAD LOAD Materials Roofing, Insulation, Deck Mech, Elec, Sprinklers Wood Truss Finished Ceiling Wood Stud w/ Stucco (EFIS) Wt. (psf) 9.00 3.00 2.00 6.00 20.00 10.00 10.00 MP7&8 (worst case) -North-South Direction MP7&8 (worst case)-East-West Direction Roof Area 6,492 sf Roof Area 6,492 sf Average Roof Weight 20 psf Average Roof Weight 20 psf Total Roof Weight 129,840 lbs Total Roof Weight 129,840 lbs Wall Height (Top 1/2 +Parapet) 4ft Wall Height (Top 1/2 +Parapet) 4ft Effective Wall Length 76ft Effective Wall Lenfrth 292 ft Effective Wall Area 304 sf Effective Wall Area 1,168 sf Average Wall Weight 10 psf Average Wall Weifrht 10 psf Total Wall Weight 3,040 lbs Total Wall Weight 11,680 lbs Total RoofTop Unit Weight 0 lbs Total RoofTop Unit Weight 0 lbs Total MP Roof Level Weight 132,880 lbs Total MP Roof Level Weight 141,520 lbs 10% of Total Weight 13,288 lbs 10% of Total Weight 14,152 lbs Added Weight Since Original Structure 0 lbs Added Weight Since Original Structure 0 lbs Additional Weight Allowance 13,288 lbs Additional Weight Allowance 14,152 lbs Number of Modules 84 Number of Modules 84 Weight Per Module 61 lbs Weight Per Module 61 lbs Weight of Modules 5124 lbs Weight of Modules 5124 lbs Weight of Roof Mounting System 336 lbs Weight of Roof Mounting System 336 lbs Net Weight PV System 5460 lbs Net Weight PV Sy$tem 5460 lbs PVArea 1,752 sf PVArea 1,752 sf Allowable Weight of PV System 7.58 psf Allowable Weight of PV System 8.08 psf Actual Average Weight of PV System 3.12 psf Actual Average Weight of PV System 3.12 psf 3.12 psf < 7.58 psf; CHECK 3.12 psf < 8.08 pst CHECK MP3&4 -North-South Direction MP3&4-East-West Direction Roof Area 3,154 sf Roof Area 3,154 sf Average Roof Weight 20 psf Average Roof Weight 20 psf Total Roof Weight 63,080 lbs Total Roof Weight 63,080 lbs Wall Height (Top 1/2 +Parapet) 4ft Wall Height (Top 1/2 +Parapet) 4ft Effective Wall Length 76ft Effective Wall Length 164ft Effective Wall Area 304 sf Effective Wall Area 656 sf Average Wall Weight 10 psf Average Wall Weight 10 psf Total Wall Weight 3,040 lbs Total Wall Weight 6,560 lbs Total RoofTop Unit Weight 0 lbs Total RoofTop Unit Weight 0 lbs Total MP Roof Level Weight 66,120 lbs Total MP Roof Level Weight 69,640 lbs 10% of Total Weight 6,612 lbs 10% of Total Weight 6,964 lbs Added Weight Since Original Structure 0 lbs Added Weight Since Original Structure 0 lbs Additional Weight Allowance 6,612 lbs Additional Weight Allowance 6,964 lbs Number of Modules 36 Number of Modules 36 Weight Per Module 61 lbs Weight Per Module 61 lbs Weight of Modules 2196 lbs Weight of Modules 2196 lbs Weight of Roof Mounting System 144 lbs Weight of Roof Mounting System 144 lbs Net Weight PV System 2340 lbs Net Weight PV System 2340 lbs PVArea 750 sf PVArea 750 sf Allowable Weight of PV System 8.82 psf Allowable Weight of PV System 9.29 psf Actual Average Weight of PV System 3.12 psf Actual Average Weight of PV System 3.12 psf 3.12 psf < 8.82 pst CHECK 3.12 psf < 9.29 pst CHECK Simpson Strong-Tie Truss: All MP's PV 1 side M+.l§4 Project Name: La Costa Paloma 10/23/2015 10:39:53AM 1 ofl Component Solutions™ Truss Version: 5.21.0 [Build 5] Span 38-0-0 0-4-0 0-0-0 Loading Load TCLL: TCDL: BCLL: BCDL: (psQ 20 14(-) 0 6 Plate Offsets (Jnt.X, Y,Ang). Reaction Summary JT TYJ?e BtgConilo 1 Pin (Wall) I 9 HRoll (Wall) I Material Summary TC DFL#2 2x4 BC DFL#2 2x4 Webs DFL #2 2x4 Loads Summary Pitch 4112 6-10-8 6-10-8 9-10-14 9-10-14 General Qty 1 Bldg Code : IBC 2012/ 1PI l-2007 Rep l\1brlncrease: Yes D.O.L: 125% OHL 0-4-0 6-0-12 12-11-4 9-1-2 19-0-0 CSISummary TC: 0.86 (8-9) BC: 0.83 (9-10) Web: 0.77 (6-12) OHR CANTL 0-4-0 0-0-0 38-8-0 6-0-12 6-0-12 19-0-0 25-0-12 5x5- 5 Deflection vert 1L: 0.72 in \krtLL: 0.19 in Hotz 1L: 0.22 in Creep Factor, Kcr = 1.5 9-1-2 28-1-2 L/ L/625 L/999 CANTR 0-0-0 (loc) (10-11) (9-10) 9 (1.4-14,2-1,0.) (2.0-0,3-11,33.) (3.0-9, 1-11,18.) (4.0.(),3-ll, 18.) (5.0-0,3-11,0.) (6.0-0,3-1 L 18.) (7 .0-9,1-ll,lS.) (8.0-0.3-11,33.) (9:4-14 2-1,0.) (10:0-0 3-8,0.) (11:0-0 2-0 0.) (12:0.(),3--8,0.) (13:0-0,3-8,0.) BrnWidth 3.5 in 3.5 in !vfaterial Steel Steel Rgd BrgWidth l.SO in 1.59 in Max React l,3lllbs 1,49llbs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Bracing Summary TC Bmcing: Sheathed orPurlins at 2-2-0, Purlin design by Others. BC Bracing Sheathed orPurlins at 10-D-0, Purlin design by Others. I) Mininmmstomge attic loading in accotdance with IBC Thble 1607 .I has not been applied 2) In accotdance with IBC Thble 1607.1, rnininmmBCIL's do not apply. LoadCaseLrl: StdLiveLoad Distributed Loads Menlm Location 1 Location 2 Direction Top Chd 2-9-0 15-3-0 Down Load Case 01: Std Dead Load Distributed Loads Merriler Location I Location 2 Direction Top Chd 2-9-0 15-3-0 Down Member Forces Summary TC 14-1 0.009 7lbs 4-5 0.390 -2,277 lbs 8-9 0.860 -3,854 lbs 1-2 0.703 -3,348 lbs 5-6 0.390 -2,296 lbs 9-15 0.009 7 lbs 2-4 0.405 -3,044 lbs 6-8 0.470 -3,397lbs BC 9-10 0.831 3,603 lbs 12-13 0.653 2,621lbs 10-12 0.649 2,847 lbs 13-l 0.765 3 130 lbs Webs 2-13 0.088 -346Ibs 5-12 0.173 978lbs 8-10 0.135 -548lbs 4-13 0.094 400 lbs 6-12 0.772 -895lbs 4-12 0.532 -618lbs 6-10 0.096 545lbs Notes: 1) When this truss has been chosen fur quality assurance inspection, the Plate Placerrcnt Method pcr1PI 1-2002/A3.2 shall be used. Cq = 1.17. PLYS 1 6-0-12 31-1-8 Allowed L/180 L/240 Max Uplift Date: Page: Spacing 24in 6-10-8 38-0-0 9-10-14 38-0-0 Max Horiz 0 lbs 0 lbs WGT/PLY 150lbs 0-4-0 0-0-0 NOTICE Acopyofthis design shall be furnished to the erection conuactor. The design of this individual truss is based on design criteria and rcquimrrcnts supplied by the Truss Manufacturer and relies upon the accumcy and completeness of the infonrntion set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Infonmtion &Geneml Notes" pagp for additional infonmtion. All connectorpl,ates shall be mmufactured by Simpson Strong-lie Company, Inc in accotdance with ESR-2762 All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 g;mge plate, or "S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie Company Simpson Strong-Tie Truss: All MP's PV 2 Side l:i.,. .. i{QQ Project N arne: La Costa Paloma 10/23/2015 10:41:19AM I of! Component Solutions™ Truss Version: 5.21.0 [Build 5] Span 38-0-0 0-4-0 0-0-0 Loading Load TCLL: TCDL: BCLL: BCDL: (psij 20 14(ml<e) 0 6 Pitch 4112 6-10-8 6-10-8 9-10-14 9-10-14 General Bldg Code: Rep Mbr Increase : D.O.L: Qty OHL I 0-4-0 6-0-12 12-11-4 9-1-2 19-0-0 CSI Summary IBC 2012/ TC: 0.95 (8-9) 1PI 1-2007 BC: 0.88 (13-1) No Web: 0.56 (6-12) 125% OHR 0-4-0 6-0-12 19-0-0 38-8-0 5x5- 5 Deflection 'krt1L: vert LL: Hmz1L: CANTL 0-0-0 6-0-12 25-0-12 9-1-2 28-1-2 L/ 0.67 in L/669 0.13 in L/999 0.2 in Creep Factor. Kcr = 1.5 CANTR 0-0-0 (Joe) (12-13) (9-10) 9 Plate Offsets (Jnt.X,Y,Ang). (1.4-14,2-1,0.) (2.0-0,3-11,33.) (3.0-9,1-11,18.) (4.0-0,3-11,18.) (5.0-0,3-11 ,0.) (6.0-0,3-11, 18.) (7:0-9,1-11 ,18.) (8.0-0,3-11,33.) (9:4-14,2-1 0.) (10:0..0 3-8 0.) (11:0-0 1-12 0.) (12:0-0,3-8,0.) (13;0-0.3-8 0.) Reaction Summary JT Type Brg ConDo I Pin(Wall) I 9 HRoli(Wall) I Material Summary TC DFL#2 2x4 BC DFL#2 2x4 Webs DFL #2 2x4 Loads Summary BrpWidth 3.5 in 3.5 in Material Steel Steel Rgd Brg Width 1.50 in 1.50 in l) Minilllllmstomge attic loading in acconlance with IBC Thble 1607.1 has not been applied 2) In accon:lance with IBC Thble 1607.1, minilllllmBCIL's do not apply. Load Case Lrl: Std Live Load Distributed Loads MenDer Location l Location 2 Direction Top Chd 2-9-0 15-3..() Down Top Chd 23-2-0 32-7-0 Down Load Case D 1 : Std Dead Load Distributed Loads MenDer Location 1 Location 2 Direction Top Chd 2-9-0 15-3..() Down Top Chd 23-2-0 32-7-0 Down Max React Max Gmv Uplift Max MWFRS Uplift Max C&C Uplift 1.243 lbs 1,302lbs Bracing Summary TC Brncing Sheathed orPurlins at 2-1-0, Purlin design by Others. BC Bmcing Sheathed or Purlins at 10-0..(), Purlin design by Others. Spread Start Load End Load Trib Width Proj -20 psf -20 psf 24 in Proj -20 psf -20 psf 24 in Spread StartLoad End Load Trib Width Rake 6 psf 6 psf 24 in Rake 6 psf 6 psf 24 in Member Forces Summary Table indicates: MenDer ID, ImX CSI, ImX axial force, (rm.:x compr force if different fiom ImX axial furce) TC 14-1 0.010 7lbs 4-5 0.451 -2,061lbs 8-9 0.953 -3.255 lbs 1-2 0.757 -3,135 lbs 5-6 0.451 -2,063 lbs 9-15 0.010 71bs 24 0.440 -2 830 lbs 6-1! 0.411 -2 892 lbs BC 9-10 0.847 3,034lbs 12-13 0.750 2,416 lbs 10-12 0.735 2 446 lbs 13-1 0.878 2 929 lbs Webs 2-13 0.088 -348 lbs 5-12 0.185 837lbs 8-10 0.100 -408lbs 4-13 0.094 402lbs 6-12 0.564 -654lbs 4-12 0.533 -618 lbs 6-10 0.089 450 lbs Notes: l) When this truss has been chosen for quality assnmnce inspection, the Plate PlacelT'Cnt Method per1PI l-2002/A3.2 shall be used. Cq = 1.17. PLYS I 6-0-12 31-1-8 Allowed L/180 L/240 Max Uplift Date: Page: Spacing 24in 6-10-8 38-0-0 9-10-14 38-0-0 Ma"Horiz 0 lbs 0 lbs WGT/PLY 150 lbs 0-4-0 0-0-0 NOTICE A copy of this design shall be fumished to the erection contmctor. The design of this individual truss is based on design criteria and requirenents supplied by the Truss Manufacturer and relics upon the accurncy and completeness of the infonmtion set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely forthc truss component design shown. Sec the cover page and the "Important Infonmtion & General Notes" page fur additional infonrntion. All connector plates shall be mmufactured by Simpson Strong-lie Company, Inc in accon:lance with ESR-2762 . All connector plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or"S# 18", which indicates a high tension 18 gauge plate. Simpson Strong-Tie Company CALCULATION OF DESIGN WIND LOADS-ALL MPS Mountina Plane Information Roofing Material Comp Roof PV System Type ' SolarCity Sle~ekMounFM Spanning Vents No Standoff (Attachment Hardware) Como Mount Tvoe C Roof Slope 18° Rafter Spacing 24" o.c. Framing Type I Direction Y-Y Rafters Purlin Spacing X-X Purlins Only NA Tile Reveal Tile Roofs Only NA Tile Attachment System Tile Roofs Only NA Standina Seam/Trao Soacina SM Seam Only NA Wind Desian Criteria Wind Design Code ASCE 7-10 Wind Design· Method Partially/Fully Enclosed Method Basic Wind Speed v 110 rTIQh Fig. 26.5-1A Exposure Category c Section 26;7 Roof Style Gable Roof Fig. 30.4-2A/B/C-5A/B Mean Roof Heiaht h 25ft Section 26.2 Wind Pressure Calculation Coefficients Wind Pressure Exposure Kz 0.95 Table 30.3-1 Topographic Factor Kzt 1.00 Section 26.8 Wind Directionality Factor K.J 0.85 Section 26.6-1 Imoortance Factor I NA Velocity .Pressure qh qh = 0.00256 (Kz) (Kzt) (Kd) (VA2) Equation 30.3-1 24.9 psf Wind P1·essure Ext. Pressure Coefficient (Up) GCa rual -0.88 Fig. 30.4-2A/B/C-5A/B Ext. Pressure Coefficient (Down) GCaroownl 0.45 Fig. 30.4-2A/B/C-5A/B Design Wind Pressure p P = qh (GC0) Equation 30.4-1 Wind Pressure Up Pruul -2UI psf Wind Pressure Down Prdownl 16.0 psf ALLOWABLE STANDOFF SPACINGS X-Direction Y-Direction Max Allowable Standoff Spacing Landscape 48" 39" Max Allowable Cantilever Landscape 2"11" NA Standoff Confiauration Landscape Not-Staggered Max Standoff Tributary Area Trib 13 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T-actual -148 lbs Uplift Capacity of Standoff T-allow 500 lbs Standoff Demand/.C:aoacitv DCR 29.S% X-Direction Y-Direction Max Allowable Standoff Spacing Portrait 48" 65" Max Allowable Cantilever Portrait 20" NA Standoff Configuration Portrait Not-Staggered Max Standoff Tributary Area Trib 22 sf PV Assembly Dead Load W-PV 3.0 psf Net Wind Uplift at Standoff T-actual -2461bs Uplift Capacity of Standoff T-allow 500 lbs Standoff Demand/Caoacitv DCR 49.:~% ' . Mono Multi Solutions T E Tri 72 CELL MULTICRYSTALLINE MODULE WITH TRINAMOUNT FRAME 295-310W POWER OUTPUT RANGE 16.0% MAXIMUM EFFICIENCY 0----+3% POWER OUTPUT GUARANTEE As a leading global manufacturer of next generation photovoltaic products, we believe close cooperation with our partners is critical to success. With local presence around the globe, Trina is able to provide exceptional service to each customer in each market and supplement our innovative, reliable products with the backing of Trina as a strong, bankable partner. We are committed to building strategic, mutually beneficial collaboration with installers, developers, distributors and other partners as the backbone of our shared success in driving Smart Energy Together. Trina Solar limited www.trinasolar.com Trine~ solar Smart Energy Together mount ULE Fast and simple to install through drop in mounting solution Good aesthetics for residential applications Highly reliable due to stringent quality control • Over 30 in-house tests (UV, TC, HF, and many more) • In-house testing goes well beyond certification requirements Certified to withstand challenging environmental conditions • 2400 Pa wind load • 5400 Pa snow load LINEAR PERFORMANCE WARRANTY 10 Year Product Warranty • 25 Year Linear Power Warranty 100% 90% 80% Years Additional" aluetro . Ill Trmas olar'sJ· 10 15 mear Warranty 20 II Trina Solar 25 THE Trinamount MODULE TSM-PD14.18 DIMENSIONS OF PV MODULE unit:mm ___ __) 35 Back View 1-V CURVES OF PV MODUlE CERTIFICATION c@us LISTED Voltage(V) Trin11solar Smart Energy Together 180 ELECTRICAL DATA@ STC Peak Power Watts-PMAx (Wp) 295 300 305 Power Output Tolerance-PMAx (%) 0-+3 Maximum Power Voltage-VMe (V) 35.8 36.2 36.6 Maximum Power Current-IMPP (A) 8.25 8.28 8.-33 Open Circuit Voltage-Voc (V) 45.1 45.4 45.5 Short Circuit Current-lsc (A) 8.72 8.77 8.81 Module Efficiency ~m (%) 15.2 15.5 15.7 STC: lrradiance 1000 W/m2, Cell Temperature 25°C, Air Mass AM1.5 according to EN 60904-3. Typical efficiency reduction of 4.5% at 200 W/m2 according to EN 60904-1. ELECTRICAL DATA@ NOCT Maximum Power-PMAX (Wp) 220 223 Maximum PowerVoltage-VMP (V) 33.2 33.5 Maximum Power Current-lMPP {A) 6.61 6.66 Open Circuit Voltage (V)-Voc (V) 41.8 42.1 Short Circuit Current (A)-Isc (A) 7.04 7.08 NOCT: lrradiance at 800 W/m2, AmbientTemperature 20°C. Wind Speed 1 m/s. MECHANICAL DATA Solar cells Cell orientation Module dimensions Weight Glass Backsheet Multicrystalline 156 x 156 mm (6 inches) 72 cells (6 x 12) 1956 x 992 x 40 mm High transparency solar glass 4.0 mm White 227 33.8 6.72 42.2 7.11 Frame J-Box Cables Black Anodized Aluminium Alloy with Trinamount Groove IP 65 or IP 67 raled Connector TEMPERATURE RATINGS Photovoltaic Technology cable 4.0mm' 1400mm H4 MAXIMUM RATINGS 310 37.0 8.38 45.5 8.85 16.0 231 34.1 6.77 42.2 7.15 -40-+85°C Nominal Operating Cell Temperature (NOCT) Temperature Coefficient of PMAx Temperature Coefficient of Voc Temperature Coefficient of lsc -0.41%;oc Operational Temperature Maximum System Voltage lOOOV DC(IEC) 1000V DC (UL) -0.32%;oc o.o5%;oc WARRANTY 10 year Product Workmanship Warranty 25 year Linear Power Warranty {Please refer to product warranty for details) PACKAGING CONfiGURATION Max Series Fuse Rating 15A :' I ~I Modules per box: 26 pieces Modules per 40' container: 572 pieces I o ! zl jz ------------------------~1 i CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. © 2014 Trina Solar Limited. All rights reserved. Specifications included in this datasheet are subject to change without notice. Zep r ZS SpanTM I Grounding and Bonding This document describes the mechanics of how the electrical bonding is accomplished between the UL Listed hardware components used in Zep Solar's ZS Span mounting solution for tile roofs. Zep Compatibler" systems do not require running copper conductors to each module. The act of physically installing each component simultaneously establishes an electrical bond, as described in the following pages. \ Down-roof ZS Span Cutaway Illustration Document 800-1479-001 Rev A www.zepsolar.com © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:17PM Zep Compatible module with Zep Groove (Spanner Bar Splice Kit not shown) PAGE: 1 of7 fl Zep Interlock Part No. 850-1388 UL Listed to UL 2703 Key Side Bonding Key side in closed position Cutting "tooth" Cutting "tooth" Tongue Side Bonding Tongue side in closed position Document 800-1479-001 Rev A Interlock Zep ~eyside Side view Module Bonding locations on Key side Bonding location on Tongue side www.zepsolar.com ZS SPAN I GROUNDING AND BONDING Forced interference during rotation of Interlock Zep causes teeth to cut through anodization on module frame .. resulting in robust and UL certified bonding path Forced interference between mating parts from module rock-in motion cuts into module frame, removing anodization and resulting in robust and Ul certified bonding path PAGE: 2 of7 © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:17PM s Zep r Interlock, continued Part No. 850-1388 UL Listed to UL 2703 Bonding Path -Key and Tongue Module Interlock Bonding Path -Array Document 800-1479-001 Rev A www.zepsolar.com ZS SPAN I GROUNDING AND BONDING The Interlock bonds modules on all4 sides to create a hyper- bonded array where every module is structurally and electrically bonded to the surrounding modules. r Tongue side l Key side c::::::::m Interlock "' Bonding path l Down-roof © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:17PM PAGE: 3of7 St Zep r Cam Foot Part No. 850-1413 UL Listed to UL 2703 ZS SPAN I GROUNDING AND BONDING Tongue side ~---Key side The Cam Foot top portion (the Rockit) has a stainless steel spring clip that bonds to the adjacent module frame on both Key and Tongue sides. Spring clip Cam Foot -Bonding With Module Frame [)own-roof - Key side inserts into Zep Groove (rock-in) Module in next row drops in on the Tongue side Bonding Path -North and South Modules [j] Cam Foot Bonding path Down-roof Oocument800-1479-001 Rev A www.zepsolar.com Bonding location on Tongue side Bonding location on Key side Module rotation during drop-in creates forced interference between Zep Groove and spring clip, cutting into module frame, removing anodization and resulting in robust and UL certified bonding path PAGE: 4of7 © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. Al.l rights reserved. Oate Last Exported: June 25,2013 5:24PM S .. Zep ZS SPAN I GROUNDING AND BONDING Cam Foot, continued Part No. 850·1413 UL Listed to UL 2703 The Cam Foot bottom portion (the Cam Nut) has a special hardware assembly beneath that includes a conical grounding tip with a hollow point. Cam Foot -Bonding With Spanner Bar ) The Cam Foot is inserted into the Spanner Bar channel and then tightened 100 degrees using the FlatTooL The rotation of the Cam Nut in the Spanner Bar channel causes the end of the conical grounding tip to rotate and cut into the Spanner Bar channel, resulting in a robust and UL certified bonding path Bonding Path -Cam Foot to Spanner Bar DocumentS00-1479-001 Rev A • • ··;~· ~l--:--,w:... . . .......... -~---.• I Spanner Bar ~ Cam Foot + Bonding path Conical grounding tip on bottom of Cam Nut rotates and cuts into the bottom of the Spanner Bar channel, resulting in a robust and UL certified bonding path www.zepsolar.com © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:24PM Cam Nut-open Cam Nut-closed PAGE: 5of7 r ZS Slj)AN I GROUNDING AND BONDING Spanner Bar and Splice Kit 1x length Part No. 850-1398 3x length Part No. 850-1399 4x length Spanner Bar Part No. 850-1400 UL Listed to UL 2703 Splicing Spanner Bars Together Bonding ribbon secures the Splice Kit and creates bond with Spanner Bar Splice Kit Part No. 850-1401 UL Listed to UL 2703 The Splice Kit is inserted into one Spanner Bar end. The steel ribbon on the Splice Kit creates a The two Spanner Bar lengths are spliced together. surface area friction bond with the Spanner Bar, resulting in a robust and UL certified bonding path 4x + 1x lengths Bonding Path -Spanner Bars and Splices /\ 4x length ~- 3x length 1x lengths -----~~ Document800-1479-001 Rev A www.zepsotar.com © 2013/EN Zep Solar,lnc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:24PM I Spanner Bar ~ Bonding path m Splice Kit PAGE: 6of7 II> Zep Ground Zep Set screw Part No. 850-1172 UL Listed to UL 467 and UL 2703 Ground Zep Installation Key side Ground wire channel ZS SPAN I GROUNDING AND BONDING The Ground Zep provides a single point of connection for the Equipment Grounding Conductor [EGC) from the array to a building ground. Insert Ground Zep into Zep Groove of module frame, on array perimeter Use the Flat Too to rotate the Ground Zep 90 degrees, so that set screw is pointing straight up. Insert copper EGC into ground wire channel. Tighten set screw using torque values shown in the ZS Span Installation Manual. Bonding Path -Array to Ground DocumentB00-1479-001 Rev A www.zepsolar.com ~ ,--- Ground Zep Equipment Ground Conductor Bonding path ! Down-roof © 2013/EN Zep Solar, Inc. Zep Solar reserves the right to make specifications chnages without any prior notice. All rights reserved. Date Last Exported: June 25,2013 5:24PM PAGE: 7 of 7 t ZepSolar Project Name: Community Housing Works-La Casta Paloma Address: 1953 Dove Lane City, State, Zip: San Diego, CA 92009 c ~>~~ ::?,''~ '>'~' -~, Code= ASCE/SEI 7-10 Wind Speed = 110 mph Occupancy Category width= length= c II 39ft varies max span= 27 Roof Height = 15 ft Roof Slope = 7 degrees a= 3.9 feet Digitally signed by Andrew White .21:42 -05'00' Note: Wind load governs over seismic for all aspects of purlin design p = qh GCN qh = .00256 K, K,t Kd V 2 S1=.409 Sds=.76 {ASCE 7-10 Equation 30.8-1) K, = 0.85 K,t = 1.0 Kd = 0.85 G = 0.85 qh = 19.0 {Equation 27.3-1) {from Table 27.3-1) {from Table 26.6-1) {ASCE 7-10 Section 26.9.1) psf Figure 30.8-1 Effective Zone 3 Zone 2 Wind Area > a2, ~ 4.0a2 2.36 -2.55 2.36 -2.55 > 4.0a2 1.57 -1.67 1.57 -1.67 eN > a2 , ~ 4.0a2 44.89 -48.45 44.89 -48.45 > 4.0a2 29.93 -31.71 29.93 -31.71 p i = 15.21 ft2 4.0i = 60.84 ft2 Zone 1 1.57 -1.67 1.57 -1.67 29.93 -31.71 29.93 -31.71 CB{ 5'· 3703 (~ ~ ~ Maximum Tributary Width to purl in = 6.5 feet Smallest Tributary Area to purlin = 139.23 ft2 Module Dead Load = Purlin Dead Load= Live Load= Load Combinations: D+0.6W 0.6D + 0.6W 2.5 psf 1 psf 20 psf Zone 3 (psf) (lb/ft) 21.46 139.5 -16.92 -110.0 Zone 2 Zone 1 (psf) (lb/ft) (psf) (lb/ft) 21.46 139.5 21.46 139.5 -16.92 -110.0 -16.92 -110.0 *Note: 0.7 times the wind load is used for deflection calculations Purlins Braced at 3.33 ft for positive bending Purlins Braced at 9ft for negative bending See the following pages for RISA purlin checks Max Code Check= 0. 76 Maximum wind deflection= 0.555 inches I =---584 therefore use a 12" x 3.5" x 12 Gage C Purlin Size Connection of Purlin to Frames Use Drii-Flex Self-Drilling Structural Fasteners (ESR-3332) Highest uplift load on connection= Use 1/4"<1> screws through steel plate= 2996 lbs at cantilever 554 lbs/screw 5.4 screws Therefore use at least 3-1/4"<1> Drii-Fiex screws at each connection Check Attachment of modules to purlin Maximum uplift to single Beam Clamp = Beam Clamp Allowable Load= 512 lbs 880 lbs therefore the module attachement is ok 1500 lbs at splice 554 lbs/screw 2.7 screws 8/18/2015 Design Maps Summary Report IIUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.1033°N, 117 .26427°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category !/II/III USGS-Provided Output S5 :::: 1.059 g s1 = 0.409 g SMS:::::: 1.140 g SM1:::::: 0.651 g S05 :::::: 0.760 g S 01 = o .434 9 For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ~ -m ~ MCER Response Spectrum 1.20 1.0!! Q. QM Qn Q~ QU QH QU Ql2 0.00+---+---r-~--~---+--~---r--~--+-__, 0.00 o. 20 0. 40 0.1>0 0. SO Ul!J l. :20 I. 40 l. 60 1. !!O :!. 00 Period, T (sed ~ ~ m ~ Design Response Spectrum Q. Q~ Qn O.Y Q~ QU Q~ QD QU Ql& QOO o.oo+---+---r-~--~---+--~---r--~--4-__, o.oo !l.2o o.4o o.Go cum 1.oo 1.20 1..:10 l.Go uw 2.01:1 Period, T (sed Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy oftr1e data contained therein. This tool is not a substitute for technical subject-matter knowledge. http:l/ehp2-earthquake.wr .usgs.gov/designmaps/us/summary .php?tem plate= mini mal&latitude= 33.1 0330278&1ongitude=-117.2642694&siteclass= 3&riskcategor... 1/1 ~ ' M2 N3 'N5 N4 ' M1 ' Nlll N2 Solution: Envelope SolarCity SK -1 ADW Community Housing Works -La Casts Polma Oct 19, 2015 at 3:22 PM 9216203 Member and Joint Labels ZS Beam.r3d U=J I -22.61blft ~N4 -201b/ft -22.61b/ft ~N2 Loads: BLC 1, DEAD SolarCity SK-2 ADW Community Housing Works -La Casts Polma Oct 27, 2015 at 4:20PM 9216203 Dead Load ZS Beam.r3d ~ -1951b/ft N4 -1951blft '~N2 Loads: BLC 2, WIND DOWN SolarCity SK-3 ADW Community Housing Works -La Casts Polma Oct 27, 2015 at 4:21 PM 9216203 Wind Down ZS Beam.r3d ~ ~llllllllltl1tl1tt11mtltt1IT!ITI'ITITITrmlN4 2061blft ~2 2061blft Loads: BLC 3, WIND UP SolarCity SK-4 ADW Community Housing Works -La Casts Polma Oct 27, 2015 at 4:21 PM 9216203 Wind Up ZS Beam.r3d ~ i " .46 N3 N5 N4 .76 'NI'I Member Code Checks Displayed (Enveloped) Envelope Only Solution SolarCity SK-5 ADW Community Housing Works -La Casts Palma Dec 11, 2015 at 10:33 AM 9216203 Code Check ZS Beam.r3d SolarCity ADW 9216203 I. TECHNOLOGIES Company Designer Job Number Model Name Community Housing Works-La Casts Polma Cold Formed Steel Section Sets Label ShaQe Jype 1 IMBL CB-12 ... IMBL 8X3.5 ... Beam 2 JMB[Gi'2'"~~~~lfYI~l:i~1~~~§.)Pc Beam 3 .A 5 6 tv1~L.?Bx4-1 .. jMBL 8X3.5 ···j.. Beall1· SKY "(!)~ Ox3 .... SKY C1 Ox3.... Be 8JJil SKU C 10x4 .. ..1SKY C1 Ox4 .... 1 Beam skY,q8X3,,5:;]SKY c8)(3,§:;~;"!08eam.x Design Ust Material D~ign Rllles 1\ ~n2] CS IA607 C1 Gr ... ~ Typical I 1.68 c~s .. ;j~6fJ7 91Gr. .. t Typi.~~~. ./•.1.13_{3 .. es ... fl•.aot ct .• GJ':"'"' Jyp1caJ;· .. "1.8ask CS IA607 C1 Gr ... ~ Typical I 1.988 QS ... !h-~YiQ.j Gr.::( ····tytr}lca.kk:tl1:673 Joint Coordinates and Tem12.eratures Joint Boundarr_ Conditions Dec 11, 2015 Checked By: __ _ lyy [in4] lzz [in4] 2.732 I 17.023 .3iaig l4$r~s ~:~~~ ~~r~b:~g~j· 4.042 I 31.026 ·r·.-.··""·7· ·1 I ·-·1-.:;>'9···2· <"-' -,(;, •' " :=:~ __ "'9~ J [in4] .006 .006 .007 .007 ;._~;lma··· Joint Label X lk/inl Y lk/inl Z fklinl X Rot.rk-ftlradl Y Rot.rk-ftlradl Z Rot.fk-ft/radl Footil'lQ N5 Reaction Reaction Reaction Fixed 2 N4 r ~-ii~ctlon .. -li~ctiQt\f . Reagtton 3 N1 Reaction Reaction Reaction Fixed N2 dx.-.lieaciion .Rea.ctio~ Reaction ;if;~ed Global Display Sections for Member Cales Maidrtn.ternal sections for Mernt>erCaJcS' Include Shear Deformation? "l~c~~se N!tllug~Q!It®ltY f6r-:Wind.? Include Warping? J:r-an$.y~o~!~'·2tw.l'1 __ 1. ntE!f~~(;}ti-fi19't\Nil<50Jl.\t~W? Area Load Mesh (inA2) P-Delta Analysis Tolerance tn~lu~~·f>.:"!Jelta forWans? ·.x;~·~'t""'":"f" Automatically Iterate Stiffness for Walls? •fVIa:x;·lt~.rations"ror~;.w-alf;~tlf~sS""/'""'" Gravity Acceleration -~alr•iiM,~sh ·· · Eigensolution Convergence Tol. (1.E-) "Vertr~aJ A!-i§ Global Member Orientation Plane staflc•SQ!V~rc7.._ . $parse Accelerat:E:rdl·~ ... ·'··<····· Dynamic Solver Accelerated Solver RISA-3D Version 13.0.0 [C:\Users\jarbuckle\Desktop\9216203\ZS beam report\ZS Beam.r3d] Page 1 ~ ,».J' "' TECHNOLOGIES Company Designer Job Number Model Name Global, Continued Hot Rolled Steel Code Adl~lrstnt~~s? · RISAConnection Code ~f;>lcl Formed Ste~I:Code Wood Code Wood Tempe~C!tt.lre Concrete Code Masonry Aluminum Code Seismic Code ~ei sm ic Base .§L~lj~ti()n(ft) Add Base Weight? ;~lX CtZ I-:cX (sec) T Z (sec) 'lRX RZ Ct~~p. X Ct Exp. Z !$~1 SDS :!1 TL (sec) Ris~;~~.:at mz rr:\X l:~z Solar City ADW 9216203 Community Housing Works-La Casts Polma AISC 14th(360-1 0): ASD Ye s(lt~t~~iWJ~): AISC 13th(360-05): ASD AI Sl s:i~'lFfllS[f AF&PA NDS-05/08: ASD < 100F ·;:,::;.~·.:~~.·:• ACI31 I Acn53{) .. ()8:~$Qt;~~~i[ •. AA ADM 1-05: ASD-Building Member Distributed Loads (BLC 1: DEAD) RISA-30 Version 13.0.0 [C:\Users\jarbuckle\Desktop\9216203\ZS beam report\ZS Beam.r3d] Dec 11, 2015 Checked By: __ _ Page2 Solar City ADW 9216203 Dec 11,2015 Checked By: __ TECHNOLOGIES Company Designer Job Number Model Name Community Housing Works-La Casts Polma Member Distributed Loads (BLC 2: WIND DOWN) Member Distributed Loads (BLC 3: WIND UP) Basic Load Cases BLC DescriPtion DEAD WIND DO'WN 3 I WINDUP Enveioee Joint Reactions --···· . -·---. ·--·---... ,. ·-·---.... ·-·---···-·-·--- 1 N5 max 0 1 3420.2 2 0 1 NC NC 0 1 0 1 2 !:7''' . ~c;:;',;'"t::i.{;,;. min lc:~:., or~ d '.i:2695.98 rt·:, [;:;·.Y 0 .. fi' NC. h ·N&. 0':'::~0. 1 i''~" ·::·o· 1 3 N4 max 0 1 1465.8 2 0 1 NC NC 0 1 0 1 4: ' .,\;:;. . ' ....... 1mirF 1~:.:, ar:~,;. 1 .;!i;.W'ttt: .. ,d.~. .1 1 .. .-/,. •. ~~a· .,,1.:.1·· 1'1'. NC .. NC ······ :os,.,., 1 .... 1'1']1•-o· ....•....... 1' 5 N1 max 0 1 1861.2 2 0 1 NC NC 0 1 0 1 X6 !J: ni'lri:; 1~.\ ''Q";:,, 1 '7.1.4~$':58 1 oi'' 1:;,; ,, •. ,. NC NC '"·o .. ''i\1;;;:;.: <,;.,,c);<i'• 1 7 N2 max 0 1 1872.9 2 0 1 NC NC 0 1 0 1 8.1 ;;,:~:~:. ''~ln ''t''P. 1 *1492;,1~l61i' • '1 0 ;~" 1 . :::Q•tc'(NC NC ... ,.Q 1 0 x:.T·\\\ j:;;l~· 9 Totals: max 0 1 8620.1 2 0 1 /10.' '/ . •\;£\,ii> !,min '''i'•:.,Q :·;-''1 *6843.54 F''t .. 0 ·.,::\' 1 ,~/ ., .. ,., j!';;~. .... · .. , I"'" ,~#'r:. [\f'" Enveioee Member Section Forces Member Sec Axia~ LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Momen ... LC z-z Momen ... LC 1 M1 1 max 0 1 1861.2 2 0 1 0 1 0 1 0 1 "2 L,.-r: '''r'tlmin 'I't!!JL·';V ''1 -1499.s.a,:~f' o,,.·::· 1 ;;.~-o·;,;.:-;;;·,q~,.t ··t.,,:o. ··r .. o2'' l·i·J. 3 2 max 0 1 934.256 2 0 1 0 1 0 1 7582.739 1 ·4 1:.'' .:r~i!II·:.min 1'"'1~•··""•''" :7 47.596. :>1"J · · o ;;;ti11i''1 .. o...... J ''";o,,,;,. 1 *9431!~'33 1!'' 5 3 max 0 1 2.925 2 0 1 0 1 0 1 10098.472 1 !l ········ .······· ········ ••• l:.i·),,.,.,a:•Ulll [': 0 [;3;,?[.~ 0 ,:;'·:ll;,"l' Q, > 1 'i\L•Q · ······ [:::;;;'iii !..d'm:!h? aalt': 2•' 7 4 max 0 1 748.474 1 0 1 0 1 0 1 7564.97 1 aY li'G::.it:•r i mm n ..... "; ";r·:/'~932.794.-2.:1k'"0 :vl~'1' o.. 1 ['i,:;,..,o ''''~''"~~66~7~ 2.) 9 5 max 0 1 1492.56 1 0 1 0 1 0 1 0 1 1·0 ~ .. , .. ..,, "''1"';;;;~;,,. min l'"'il,t,, (l ' ~~~··~' :1872.9 •. 1 •. 2·;;;1. •;'''0 1.;•1*'''''" 0 1 ·~';,_y[:) f.!il~/.li/7''' 0 .x'~' 1 11 M2 1 max 0 1 0 1 0 1 0 1 0 1 0 1 :.~"2 ........ l''li/c•i·· min''l':[l~;i;•i: n . ''"''· 0 ..... 1;;;1, .... :'0 ,.,.l:\'1:~1" 0 .. : ..•. 1 ... ~ ••. 0 1":''1:;.;.(.~c!OJ/.l:() ,~11~ . h 13 2 max 0 1 962.85 1 0 1 0 1 0 1 5344.063 2 [x1:4J·:::.Y''"1Fi,lj!~, ..... ·· ·~~ffi .········· .. ct .. L·.i'!.i .::1221.5 · .... 2 •. ,::'~...... L~~t'''' 0 .>')!.,.,, 0 .. , .. ,.,:'1.,·"'4~:12':469 .1•' 15 3 max 0 1 977.2 2 0 1 0 1 0 1 3369.378 1 ::•16 ''lil,, ·•• m1n-··,,u "•!"··:'.!''"'"' ru .28 1 .. :tr 0 ~~}1~1·'''1 · · 0 1 . 0 . . ·~· ... "'4;-274.4~3"'12 17 4 max 0 1 192.57 1 0 1 0 1 0 1 5896.561 1 !''1'8 .• ::.. ..,.,,./ ::'£244.3 2 .''.'''0 ,,;:.:11'"1 ·~\l:)i.;§l\•.!il'f 0 '1;1;,.,-7480.551j' RISA-3D Version 13.0.0 [C:\Users\jarbuckle\Desktop\9216203\ZS beam report\ZS Beam.r3d] Page3 Solar City ADW 9216203 Dec 11, 2015 Checked By: __ _ I ~& TECHNOLOGIES Company Designer Job Number Model Name Community Housing Works-La Casts Polma Envelope Member Section Forces (Continued) Member Enveloe.e Member Section Deflections Member Sec x ~nl LC y [in]_ LC z [in] LC x Rotate [r... LC n) Llv Ratio LC n) Liz Ratio LC 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 IX~~~t l'\,?"'c;i'zi;~" ln110 0? j?~ 0 1 'if, 1 Jf 1 NC ,: :;:~1:'' NC 1 3 2 max 0 1 .728 1 0 1 0 1 602.578 4 NC 1 4 ih IIUT CCC? oc,,,' 15 ':::.;908 1'2 ,;;~;;;& cf 0:4 ; ''f' 35tHJ89 2 ecce NC}i,. 1 CCC;cC 5 3 max 0 1 1.021 1 0 1 0 1 429.337 4 NC 1 ,,, ; cccccccc 1¥:??~;?0 c c;cfvc 1 :?':1 ">'?'AI 2, O,,'t < ,t i,>'':'O t 2S4.25 2.ci ~t~~''NC 1'~ 7 4 max 0 1 .727 1 0 1 0 1 602.578 4 NC 1 b:'~;;i;, • ,,;,;;;;~c't' nai!l~ i'':;i;???lJ ;;: 1 -.908 2 Q?, 1 ;;;;([f 1 356.694 2 ,,,;}I.Nc\ilf?' ls\:1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 1'',1;0, ,,;:,i};?i;i'' mi.r 'Ail''t l;:'f' 0 1 ''??~l:.t 1 0':!;?~'"' '~''' ''''c ,1\lr. j,;;::t¥~ NC:," 1 11 M2 1 max 0 1 .193 2 0 1 0 1 NC 1 NC 1 I'"'~~, ; ;~~~;;; min a~, ]?;?; c,z;.;:152 I ''~' l'',,o " ;d c 'y;; 0 ,,,,;;"' "''"' ;tl':;i?li.l" ;:;1''' NC 1~;, ?T c,,,,,,, 13 2 max 0 1 .046 2 0 1 0 1 7284.689 4 NC 1 1.4 ''c{'' C ,;;i''' l'min 0 ; 1 c ,;.d)~'7 ,1 0 ""{ 4:: i?;~':''O ,;1 4273.754, 1,,,:~':1) '''NC p:~~';f; 15 3 max 0 1 .334 1 0 1 0 1 1377.687 4 NC 1 l"'t'a,, :,P;•'c :p li\ffiln' '''':()' ;;;/:~ 1 0 c-A23c 2 a~" 1 ; Q 1 808.256 1,2:'• :"':vNG c'''c''? ls 17 4 max 0 1 .432 1 0 1 0 1 1201.719 4 NC 1 1~'1'8;; j;,?,;;;; ,,'f" min;: '.i~k':Q7 t;:1 ~.547 2 Oi" 1 . o"'''' 1 705.02 2,6; !,~I'•NC ,, l);l . 19 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 '2:0, ..... . ; ; '···· '+~::~ l~in ,:~" 1,:~'' 0 1;:~? ''Y;,,,O ··•'l'' n.·."i r,lfj' 1···. ; ,,,,,~~~','"' 1 .. ,,,;1 Enveloe.e Member Section Stresses IVIemoer ::>ec AXJaii.KSij LL; y ::>near! ... LL; Z ::>near! ... LL; V-IODIKSII LL; V-t:SOtiKSII LL; Z-IODIKSII LL; Z-t:SOt)Ksil LL; 1 M1 1 max 0 1 t.852 2 0 1 0 1 0 1 0 1 0 1 ''~;!''? ·''' ;?,?I¥'< ln1Hf 0 ·'"' 1:'\2f.~'Ai~2' .. iixt n 't h .. , 0 ,:!''' ''1 0. . 11,;;~:,,,:0'. j,,[;~J;;o: .· .1:;''1 3 2 max 0 1 .93 2 0 1 15.446 2 12.411 1 0 1 0 1 '44:,.1'4?;;;;'" ; f,,;y;;•y: r:J::r•n• 0 ;:: 1 ,,.,lf:;,, .b.·d 0 1;!,,~12AU'ii'if -15.446 2 ,t€)5?: t /;;,,,:;:Q'''" ''1 ~ --' -'' '' 5 3 max 0 1 .003 2 0 1 20.627 2 16.529 1 0 1 0 1 6 , '";;::;x" ..,;..,l;fl'"'"O ,, 1 o ''"' 3, o l"q -Ht529;, :~1' -20.62T''2 o :7: 1 ,:.@)':''"'' f' 7 4 max 0 1 .745 1 0 1 15.495 2 12.382 1 0 1 0 1 8 ' ''''5;;:1:,,\,~r,::::. rninl:~i:"'O 1"''1 ~,928,, 2 o"'''''':I;L~ -12.3B2Jit'' ':15:495'"'''2 0 i'I~Y. o .:l 9 5 max 0 1 1 .485 1 0 1 0 1 0 1 0 1 0 1 10 . '•::''"''' min ,,.,~t:if 11:'1 -U~64. 2 O'''?'••H,~ o usr o''~':, ~ 11'.,;5~'1" 1 l~.f~;;;O 1 11 M2 1 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 '12 '''~??':!*''';, •. +,,. min,~"'~"'of'' 1:''1 r···· o ······· 1 1 ',O'il::+ 1 'O ····· 1t:'~~,,:,'"O'd~,;,?c:;~' ~'~'''1 /1/;;'1:~''7 ' 1 13 2 max 0 1 .958 1 0 1 6.895 1 8.747 2 0 1 0 1 "14 ·. '""' ,,, min ;;.:.:1!l'•i' 1~1'" -1.216 2 1 ''"•''0''''~·; J ··. ':a:t47 " o''"'''~•,t:l ,o,"~'·''''l;~l'' 15 3 max 0 1 .972 2 0 1 6.996 2 5.515 1 0 1 0 1 16. ;,:',~,." min .,.,Qic, lA~' -. 767 1 I'""'''~O?'Ji•;; 1 '.::5~515 tc I'.::Er~oo ··~ '"'tr 1 ,,,Q,;:};"'0 /'1 17 4 max 0 1 .1 92 1 0 1 12.244 2 9 .651 1 0 1 0 1 .:18 ';;;, ,, ,, . r:rnm , ,,Q'" lc1'' •. 243 2 ,, 'tl;n,,,. 1 ~~:6~'1 1 ~~'1'2:244 '"> · t"1 v 1 19 5 max 0 1 1 .15 1 0 1 0 1 0 1 0 1 0 1 .!\~Q;?~1 • •:;>;;, '' I''IIU :;~''\f .zlif"f: ~1:459 z;: "'t;c'Q~7':: 1+ ()",;:: 71 ;;;'?~ 1 :;,:;(),,;; J:~:;ltk'k''''.'Q .. 1 RISA-3D Version 13.0.0 [C:\Users\jarbuckle\Desktop\9216203\ZS beam report\ZS Beam.r3d] Page4 SolarCity ZepSolar Project Name: Community Housing Works-La Casta Paloma Address: 1953 Dove Lane San Diego, CA 92009 , · sit!~ lnf9;r;rn,~i;Q}I' .. Code= ASCE/SEI 7-10 Wind Speed= 110 mph Exposure= c Ground Snow Load= 0 psf Occupancy Category II width= 39ft length= varies max span= 25 Roof Height = 15ft Roof Slope= 7 degrees a= 3.9 feet Wi~l;fl-oa~sfof pl.!flio aij<1 rn9guleat~~s.6m~nt cl~~igo (ASCE 7-10 Equation 30.8-1) qh = .00256 K, K,t Kd V 2 K, = 0.85 K,t = 1.0 Kd = 0.85 G = 0.85 qh = 19.0 Figure 30.8-1 (Equation 27.3-1) (from Table 27.3-1) (from Table 26.6-1) (ASCE 7-10 Section 26.9.1) psf Digitally signed by Andrew White Date: 2015.10.27 18:22:23 Effective Zone 3 Zone 2 Zone 1 Wind Area 2 < 4 0 2 >a,_ . a 2.36 -2.55 2.36 -2.55 1.57 -1.67 >4.0i 1.57 -1.67 1.57 -1.67 1.57 -1.67 2 < 4 0 2 >a,_ . a 44.89 -48.45 44.89 -48.45 29.93 -31.71 > 4.0a2 29.93 -31.71 29.93 -31.71 29.93 -31.71 p i = 15.21 ft2 4.0a2 = 60.84 ft2 Maximum Tributary Width to purlin = 6.5 feet Smallest Tributary Area to purlin = 139.23 ft2 Module Dead Load= Purlin Dead Load= Live Load= Load Combinations: D+0.6W 0.6D +0.6W 2.5 psf 1 psf 20 psf Zone 3 (psf) (lb/ft) 21.46 139.5 -16.92 -110.0 Zone 2 Zone 1 (psf) (lb/ft) (psf) (lb/ft) 21.46 139.5 21.46 139.5 -16.92 -110.0 -16.92 -110.0 *Note: 0.7 times the wind load is used for deflection calculations Purlins Braced at 3.33 ft for positive bending Purlins Braced at 9ft for negative bending See the following pages for RISA purlin checks Max Code Check= 0.65 Maximum wind deflection = 0.555 inches I =---541 therefore use a 12" x 3.5" x 12 Gage C Purlin Size Connection of Purlin to Frames Use Drii-Fiex Self-Drilling Structural Fasteners (ESR-3332) Highest uplift load on connection= Use 1/4"cl> screws through steel plate = 2996 lbs at cantilever 554 lbs/screw 5.4 screws Therefore use at least 3-1/4"cl> Drii-Fiex screws at each connection Check Attachment of modules to purlin Maximum uplift to single Beam Clamp= Beam Clamp Allowable Load = 512 lbs 880 lbs therefore the module attachement is ok = ==========================:= 1388.5 lbs at splice 554 lbs/screw 2.5 screws ~ ' M1 ' N1 'N3 N2 Solution: Envelope SolarCity SK-1 JA City of Rancho Cucamonga -Day Creek Fire Station Oct 23, 2015 at 12:29 PM 9177184 Member and Joint Labels ZS Beam.r3d i:J -22.61b/ft !.ll!IJJuuuiul~l!lmmmmmmmmm.u.ulllJ.l.llllll-llll.ll.ullllllllll.JllJJ.l.J.J.lllJ . .ullllllJJ.lllll.Jlllll.u.JJJ.wl.l.!JJlllll.lll.l.l.l.u.nmnmmmmlmJ.lJ.l.ll,l.l.J!!!ll!!!!ll!!!!!!!!llluHwijj.jJJJjiJJlllll!lllllllllJilllliUI N1 N3 N2 Loads: BLC 1, DEAD Solution: Envelope SolarCity SK-2 JA City of Rancho Cucamonga -Day Creek Fire Station Oct 23, 2015 at 12:31 PM 9177184 Dead Load ZS Beam.r3d ~ -211.31b/ft ~lllllllllllllllllll~lllllllllll!lllllllllll~lllllllUII!IllllunmmmmiDllJ<I N1 N3 N2 Loads: BLC 2, WIND DOWN Solution: Envelope SolarCity SK-3 JA City of Rancho Cucamonga -Day Creek Fire Station Oct 23, 2015 at 12:31 PM 9177184 Wind Down ZS Beam.r3d 1tltllll!lllllrrtfmmiiiiiii!TIIII!IIIII t1111ttttU1!11tl1t11t11!llllllllllllll!llllllllllllllllllllll!lltlllllllll!llllllllntllllllllll1111m1l11tt111!11111llllllllllllll1111lllllll I I I I I I I I lllllllllllllllllltrlltt11TI1l11tN2 223.81b/ft Loads: BLC 3, WIND UP Solution: Envelope SolarCity JA 9177184 SK-4 City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:32 PM Wind Up ZS Beam.r3d ~ lrn' . -______ .Jl_L ________ . ___________________ ......., N1' N3 'N2 Member Code Checks Displayed Solution: Envelope SolarCity SK-5 JA City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:33 PM 9177184 Code Check ZS Beam.r3d Company Designer Job Number SolarCity ADW 9216203 Cold Formed Steel Properties Label A570 Gr.33 A607 C1 Gr.55 Cold Formed Steel Section Sets Label Shape Tlllle 1 MBL CB-12 ... MBL8X3.5 ... Beam 2 MBL C12-12 .. MBL 12X3.5 ... 'Beam 3 MBL C8x4-1 .. MBL8X3.5 ... Beam 4 SKY C10x3 .... SKY C10x3 .... Beam 5 SKU C10x4 .... SKYC10x4 .... Beam 6 SKY C8x3.5-. SKY C8x3.5-... Beam Community Housing Works-La Casts Polma Nu .3 .3 Design List Material Desian Rules cs A607 C1 Gr. .. Tvnical cs A607 C1 Gr ... Tvoical cs A607 C1 Gr. .. T_ypjcal cs A607 C1 Gr. .. Tvoical cs A607 C1 Gr ... Tvoical cs A607 C1 Gr ... Tvoical Joint Coordinates and Temperatures Label X fftl Yifil Zlfll 1 N1 0 0 0 2 N2 25 0 0 3 N3 0 10 0 4 N4 35 10 0 5 N5 10 10 0 6 N6 0 0 0 Joint Boundary Conditions Afin21 lvv fin4l 1.68 2.732 2.1 3.093 1.68 2.732 1.883 2.909 1.988 4.042 1.673 2.71 TemJ'JJFl 0 0 0 0 0 0 Oct27,2015 4:25PM Checked By: __ lzz Hn4l JJin4l 17.023 .006 43.99 .008 17.023 .006 28.458 .007 31.026 .007 16.92 .006 Detach From Diao ... Joint Label X [k/inl Y [kfinl Z [k/inl X RoUk-ft/radl Y RoUk-ft/radl Z Rot.rk-ft/radl Footina 1 N5 Reaction Reaction Reaction Fixed 2 N4 Reaction Reaction Reaction Fixed· 3 N1 Reaction Reaction Reaction Fixed 4 N2 Reaction Reaction Reaction Fixed Global Display Sections for Member Cales 5 Max Internal Sections for Member Cales 97 Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn lntersectino Wood Wall? Yes Increase Nailino Capacity for Wind? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes ~ Gravity Acceleration (ftlsecA2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tal. (1.E-) 4 Vertical Axis y Global Member Orientation Plane xz Static Solver S12_arse Accelerated D_y_namic Solver Accelerated Solver RISA-3D Version 1 0.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 1 Company Designer Job Number SolarCity ADW 9216203 Global Continued ··- Hot Rolled Steel Code Adiust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Number of Shear Reqions Reqion Spacinq Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max% Steel for Column Seismic Code Seismic Base Elevation (ft) Add Base Weiqht? CtZ CtX T Z (sec) T X (sec) RZ RX Ct ExQ. Z Ct Exp_. X SD1 SDS S1 TL (sec) Risk Cat Seismic Detailinq Code OmZ Om X RhoZ Rho X Community Housing Works-La Casts Polma AISC 14th(360-10): ASD Yes(lterative) AISC 13th(360-05): ASD AISI S100-07: ASD AF&PA NDS-05/08: ASD < 100F ACI318-11 ACI 530-08: ASD M ADM1-05: ASD-Building 4 4 Exact lnteqration .65 Rectanqular Yes No Yes No REBAR SET ASTMA615 1 8 ASCE 7-10 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II ASCE 7-05 1 1 1 1 Member Distributed Loads CBLC 1 : DEAD) Member Label Direction M2 y M1 y Member Label M2 M1 Oct 27, 2015 4:25PM Checked By: __ RISA-30 Version 10.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 2 Company Designer Job Number SolarCity ADW 9216203 Member Label M2 M1 Basic Load Cases Direction y y Community Housing Works -La Casts Polma Oct 27, 2015 4:25PM Checked By: __ BLC Description Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area(Me ... Surface(P ... 1 DEAD DL 2 2 WIND DOWN None 2 3 WINDUP None 2 Load Combinations D . f S I PO SR BLC F t BLC F t BLC F escnouon ove ... ... ac or ac or actor BLC F t BLC F t BLC F ac or ac or actor BLC F actor B F LC actor 1 Wind Uo Yes 1 .6 3 .6 2 Wind Down Yes 1 1 2 .6 3 Wind Up Def.. Yes 3 .42 4 Wind Down ... Yes 2 .42 Envelope Joint Reactions Joint X llbl LC Yflbl LC z flbl LC MX llb-ftl LC MY llb-ftl LC MZ llb-ftl LC 1 N5 max 0 1 3420.2 2 0 1 NC NC 0 1 0 1 2 min 0 1 -2695.98 1 0 1 NC NC 0 1 0 1 3 N4 max 0 1 1465.8 2 0 1 NC NC 0 1 0 1 4 min 0 1 -1155.42 1 0 1 NC NC 0 1 0 1 5 N1 max 0 1 1723.333 2 0 1 NC NC 0 1 0 1 6 min 0 1 -1388.5 1 0 1 NC NC 0 1 0 1 7 N2 max 0 1 1734.167 2 0 1 NC NC 0 1 0 1 8 min 0 1 -1382 1 0 1 NC NC 0 1 0 1 9 Totals: max 0 1 8343.5 2 0 1 10 min 0 1 -6621.9 1 0 1 Envelope Member Section Forces Member Sec Axialllbl LC v Shearflbl LC z She ... LC Torau ... LC v-v Mo ... LC z-z Momentflb-ftl LC 1 M1 1 m ... 0 1 1723.333 2 0 1 0 1 0 1 0 1 2 min 0 1 -1388.5 1 0 1 0 1 0 1 0 1 3 2 m ... 0 1 865.052 2 0 1 0 1 0 1 6500.977 1 4 min 0 1 -692.219 1 0 1 0 1 0 1 -8090.82 2 5 3 m ... 0 1 2.708 2 0 1 0 1 0 1 8657.812 1 6 min 0 1 0 3 0 1 0 1 0 1 -10804.688 2 7 4 m ... 0 1 693.031 1 0 1 0 1 0 1 6485.742 1 8 min 0 1 -863.698 2 0 1 0 1 0 1 -8116.211 2 9 5 m ... 0 1 1382 1 0 1 0 1 0 1 0 1 10 min 0 1 -1734.167 2 0 1 0 1 0 1 0 1 11 M2 1 m ... 0 1 0 1 0 1 0 1 0 1 0 1 12 min 0 1 0 1 0 1 0 1 0 1 0 1 13 2 m ... 0 1 962.85 1 0 1 0 1 0 1 5344.063 2 14 min 0 1 -1221.5 2 0 1 0 1 0 1 -4212.469 1 15 3 m ... 0 1 977.2 2 0 1 0 1 0 1 3369.378 1 16 min 0 1 -770.28 1 0 1 0 1 0 1 -4274.493 2 17 4 m ... 0 1 192.57 1 0 1 0 1 0 1 5896.561 1 18 min 0 1 -244.3 2 0 1 0 1 0 1 -7480.551 2 19 5 m ... 0 1 1155.42 1 0 1 0 1 0 1 0 1 20 min 0 1 -1465.8 2 0 1 0 1 0 1 0 1 RISA-3D Version 1 0.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 3 Company Designer Job Number SolarCity ADW 9216203 Community Housing Works -La Casts Palma Envelope Member Section Deflections Member Sec x finl LC _y liol LC zlinl LC x Rotate Jr. .. LC 1 M1 1 max 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 3 2 max 0 1 .535 1 0 1 0 1 4 min 0 1 -.667 2 0 1 0 1 5 3 max 0 1 .751 1 0 1 0 1 6 min 0 1 -.937 2 0 1 0 1 7 4 max 0 1 .535 1 0 1 0 1 8 min 0 1 -.668 2 0 1 0 1 9 5 max 0 1 0 1 0 1 0 1 10 min 0 1 0 1 0 1 0 1 11 M2 1 max 0 1 .193 2 0 1 0 1 12 min 0 1 -.152 1 0 1 0 1 13 2 max 0 1 .046 2 0 1 0 1 14 min 0 1 -.037 1 0 1 0 1 15 3 max 0 1 .334 1 0 1 0 1 16 min 0 1 -.423 2 0 1 0 1 17 4 max 0 1 .432 1 0 1 0 1 18 min 0 1 -.547 2 0 1 0 1 19 5 max 0 1 0 1 0 1 0 1 20 min 0 1 0 1 0 1 0 1 Oct 27, 2015 4:25PM Checked By: __ 11) LlY_Ratio LC r!lL/z Ratio LC NC 1 NC 1 NC 1 NC 1 560.811 1 NC 1 449.703 2 NC 1 399.701 1 NC 1 320.281 2 NC 1 561.157 1 NC 1 449.332 2 NC 1 NC 1 NC 1 NC 1 NC 1 NC 2 NC 1 NC 1 NC 1 4273.754 2 NC 1 5421.811 1 NC 1 1025.378 1 NC 1 808.256 2 NC 1 894.409 1 NC 1 705.02 2 NC 1 NC 1 NC 1 NC 1 NC 1 RISA-30 Version 1 0.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 4 December 3, 2015 Community Housing -La Costa Paloma 1953 Dove Lane Carlsbad, CA Ali Sadres EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Response to Plan Check Comments: 16. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.1 0.1. Response. The solar array is tilted at 7 degrees, which is greater than )-4 inch per foot. 17. The City Policy requires a soils report for this project. Please submit a copy to the City for review and approval. Response: The soils report has been referenced on SO. 1 and shall be submitted by solar city. 18. Specify on the structural specifications sheet the soil classification and the design bearing capacity of the foundation. Sections 1 07.2 and 1603.1.6. Response: The soil type and design values have been updated on SO. 1 19. Note Special Inspection is required as follows (CBC Ch. 17 & Sec. 107.2): Please add to Sheet S0.1: a) Steel elements. Special inspections for steel elements should be provided in accordance with Section 1705.2. Response: this section has been added to the special inspection notes on SO. 1 b) Pier foundation. Special inspection should be provided for pier foundations in accordance with Section 1705.8. Response: this section has been added to the special inspection notes on SO. 1 20. The City Policy requires that their Special Inspection Form be completed, as per Sheet S0.1. This Form is available at the building department. Response: Solar city to obtain and fill out form per sheet SO. 1 special inspections section. 21. Please use amplified loads where required by Sections 12.3.3.3 or 12.10.2.1 of ASCE 7. In addition to the load combination specified in 1605.2 and 1605.3, use the special seismic load combinations per Section 1605.1 and Section 12.4.3.2 /12.14.3.2 of ASCE 7. See the next two items as well. Show compliance for all cantilevered column elements design and anchorage. Please see the next few items as well. Response: the special seismic load combinations have been used and are shown on pages 3 and in the RISA output. 22. Cantilevered Column Elements. The required strength of individual cantilevered column elements, considering only the load combination that includes seismic· load effects shall not exceed 15% of the available axial strength, including slenderness effect. Foundation and other elements that provide for overturning resistance at the base of the cantilever column elements shall be designed to resist the seismic load effects including over strength factor of Section 12.4.3. Section 12.2.5.2 and must use the R factor from Table 12.2-1. Response: the column is below 15% per revised calc package RISA output. An over strength factor of 1.25 and R factor of 1.25 per table 12.2-1 were used in the design of the base of the cantilevered column. 1698 Rogers Avenue, Suite 40 I San Jose, CA 951 12 Tel 888-885~440 I I Fax 408-521-213 I I www.mbl-energy.com 1~ 23. Foundation and other elements that provide for overturning resistance at the base of the cantilever column elements shall be designed to resist the seismic load effects including over strength factor of Section 12.4.3. Section 12.2.5.2. [Investigate the effects of the load combinations, as per ASCE 7-10, Section 12.4.3.2]. Response: The base plate and concrete pier have been designed for the over strength factor of 1.25 per table 12.2-1 on page 3. The anchor rods are confined within the rebar cage and provide adequate development length per ACI code. Therefore they do not need to comply with ACI appendix D. 24. Seismic Load Effect a) Seismic load effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.2: E =pQE + 0.2SDSD Response: p is equal to 1 in this case and the amplified seismic load combinations have been applied per chapter 12 on page 3, and the Oo governs seismic design. b) Maximum seismic load effect, Em. The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7-10, Section '12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 Em= OoQE + 0.2SDSD Response: Oo is equal to 1.25 and the amplified seismic load combinations have been applied per chapter 12. 25. Please specify where detail 3/S2.0 is cross referenced on plans. Similarly, for those through Sheet S2.3. Response: see detail 1 and 2 for reference to the base plate detail. 26. The welding between column & base plate on detail 3/S2.0, is not pointed to the proper location. Similarly, for those through Sheet S2.3. Response: the base plate is to be welded all around the column and the weld is pointing at the base of column. 27. Please specify 1.5 extra turns at the top & bottom termination points for spirals on detaii1/S2.0. Similarly, for those through Sheet S2.3. ACI318-11, Section 7.10.4.4. Response: the note for the extra turns has been added to the spiral call callout on detail1. 28. Please note 48-db splice length for the spirals on detaii1/S2.0. Similarly, for those through Sheet S2.3. ACI 318-11, Section 7.1 0.4.5. Response: note 4 has been added to detail 1 that there shall be no splice in the spirals. 29. Please specify the spirals maximum spacing is 3" clear. ACI 318-11, Section 7.10.4.3. Response: the spirals will be 2" clear at the top and 3" clear on the sides and bottom per detail 1. 1698 Rogers Avenue, Suite 40 I San jose, CA 951 12 Tel 888~885~440 I I Fax 408~521 ~213 I I www.mbl-energy.com mbl~ Community Housing Works La Costa Paloma Apartments CANOPY SOLAR PHOTOVOL TAlC ARRAYS ARRAY STRUCTURAL SHOP DRAWING I SUBMITTAL REVIEW I8J APPROVED 0 APPROVE \'\liTH CHA!'iGES NOTED 0 f<I:EVlS!E AND RESUBMIT D SUSM1TTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENER~L CONFORMANCE TO CONTRACT DOCUMENTS ONLY: THE SUBCONTRACTOR RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNtOUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS Date: 1212112015 MBL Submittal 12.18.15 Rebar Cage Shop Dwgs 1698 Rogers Avenue, Suite 40 I San Jose, CA 951 12 Tel 888-885-440 I I Fax 408-521-2131 I www.mbl-energy.com CUSTOMER: MB Ls t-.eN i?(l.£f} JOB NAME:CH -La Costa Paloma Apts. JOB ADDRESS: 1953 Dove Lane ETAW.BY! Art ORDER£!); CUT. P.O.# CITY: San Diego, CA JOBSITE CONTACT:! ){f\1 CROSS STREET: ________ _ "" C&t1'1§ PHONE n (v oet2!::.!--=· 3:::.__0 ,_, ___ _ W/CDATE: DEL DATE: TBD TIME: TEST BARS: y CID CERTS: (j) N TAG&TEST: y ~) IMPORT ~ CAGE A TOTALAWEIGHT= MEMBER Ql)AIIT. IIO.P£R TOT. NO. $1ll' UNGTII vm 19 b 152 ~ 8'-4" tx'!/At 19 I 19 L{ ~ 19 .. ~. 87 5 CAGED TOTAl 8 WEIGHT"' TYPE WUGlll STR ~ d1t LAB NAME: ll!!<;lll DIM!. PrrOJ TIIRIISTllP ruans son. A 8 c 0 E 8'-4" 8' -4" 2:-0 (?-{) 31 3 H!IGlll PfTCfl liJRHHOP ::. TOTAl TlJitMS F TOT At TURNS G MEMBU QUA!iY. No. PER TOT. Net Sll£ l£1'1UT!l TY?! WEIGI!T A c 0 E F CAGE A 3 TURNS TOP AND BOTTOM 3" CAGES D 0 QN1Y: SIZE: QUANT. 1 MATtRI •U ONU' 1YPE: QNTY: GRADE: SIZE: MISC. ITEM Box of 3" Spacewheels H H K 0 0 1YPE: GRADE: PRICE ~~~ .. ~ 1 ~~K 8'4" )~~~;;;;;;;;;;~============~ <-;·/_'"-',· .··.· ;·., :-.. <·."··;·.·:,.,~··· _._, .. , <: ~~ ~ >I *Based on 6'-3" footing with 2'-6" above grade ballard, less 5" clearances F>,.r::i:.iiH.t'b~~ifltE~iiii~l $ CAGE MATERIAl$ CAGE !..AllOR$ MATERIALS ONLY $ MISC. ITEMS $ _j ;.. SUBTOTAl $ SAlESTAX %$ TOTtJ,lAMOUNT $ CUSTOMER: M f3 L-"" €N. £Yl-if' ' JOB NAME:CH -La Costa Paloma Apts. JOB ADDRESS: 1953 Dove Lane !lATE onotRED: CUT, P.O.# CllY: San Diego, CA JOBSITE CONTACT;.;.,)fM CROSS STREET:. _______ _ Cll,fljt?S PHONE n (v 09> Jf,t-3 o '' W/CDATE: DEL DATE: TBD TIME: TEST BARS: V (ID CERTS: V N TAG&TEST: lAB NAME: CAGE A TOTAl. A WEIGHT"' H£1GHT D!MI. Mli~BER ~ANT. IIO.P£R lOT.IIO. SJl£ ~EIIGTH T\'1'£ WUGHT A 8 v~ 13 b 104 .~ 9'-7" STR 9'-7" ~lttAt 13 I 13 L/ \)(,_ 9'-7" 2;0 ··-- I~ 13 3 39 5 d71 .o-15 CAGEB TOTAl. B WEIGHT= HE !GilT MEMSER QUA!lL NO. PER TOT.IIO. Sll£ tHIGTil lYPE WEJGIIT A ll CAGE A 3 TURNS TOP AND BOTTOM 3" CAGES D 0 v ® rrrc!l TIIRIIS TOP c 0 erV 3 13-t? lri PlitH TUR!ISTOP c 0 QNTY: SIZE: QUANT. IMPORT ~ TUR!IS son. E 3 TIIRNS aorr. E TYPE: GRADE: TO Till TIJ!<N<; F TOT Ill TURNS F G G ~iiTONlf QNTV: SIZE: MISC. ITEM H H K 0 0 TYPE: GRADE: PRICE ~ 1 0'-6" PITCH TOP;· IS ~~t=;;:;;:;:;;;;;;============~ >:/'. ,:;;:g,~;>a~b~~~~i)iih~:; s ~NK 9'-7" <: >I ' _.._ *Based on 7'-6" footing with 2'-6" above grade ballard, less 5" clearances CAGE MATERIAL $ ;:.f:.; ~ :,, > MATERIALS ONLY$ '"-"i' .;;;~. S' /'< TOTALAMOUNT $ CUSTOMER: fr1f3 k '-"" f3\l £'fl-tf-. ~ JOBNAME:CH-La Costa Paloma JOB ADDRESS: 1953 Dove Lane CROSS STREET:. ________ _ CllY: San Diego, CA JOBSITE CONTACT:{ HM ""' C.b,11§ PHONE# <Y 09>.J!:!._..;-3;:;.._0 ,_, ___ _ W/CDATE: DEL DATE: TBD TIME: TEST liARS: v® CERTS: (i)N TAG&TfST: LAB NAME: y @) CAGE A TOTAL A WEIGHT"' llr!Gfll OIAM. PlfC!I TURIISTOP MEMl!R O.liANf. IIO.PER TOT.flO. SllE l!IIGTII lYPE Wl!Gifl' A B c D v~ 17 b 136 ~ 7'-1" STR 7'-11" '711/!At 17 I 17 L{ \)'(_ 7'-1" 2:-0 o-v ':l• ,;:) U1te 17 3-51 5 071 lot; 3--t> 1'-&. CAGED TOTAl B WEIGHT" !lEIGiil PITCil TUilNSTOP ~1EMS£R QUANT. NO. PER lOT.IIO. SIZE 1£huTII lYP! WEIGHT A c 0 CAGE A 3 TURNS TOP AND BOTTOM 3" CAGES D 0 QN'!Y: SIZE: QUANT. 1 IMPORT ~ TU~!IS son. E 3 TUilNS IJOTf. E TOTAL TUR~S F TOT~t TURIIS F G G MI\TfKI u.> U"LY 'rn>E: QN'!Y: 1GRADE: SIZE: MISC. ITEM Box of 3" Spacewheels H H K 0 0 '!YPE: GRADE: PRICE ~~~;o .. l<; 1 ~~~;;;;:~;;;;;:;;;:==============~ ·nr/ .t"~?ti&~6J~~/&~ih.i6j~ s _..1~- l-0'' I~ 7'-1" ~< ~ _j~ k >I z---o *Based on 7'-6" footing with at-grade ballard, less 5" clearances ·.; . .._:/~'.: .. ·.~::·>h~:;~·:> .. ·:.· .. J .: . . ;_;;tA.~g,,{lri~ilv~iitt:iWi~L8r s CAGE MATERIAL $ § n MATERIALS ONtY $ 1, ;,·~ MISC. ITEMS $ \' ~' TOJA,L AMOUNT $ ~:2 (l ':::;_Cl' .:.=: ch ':!' ~I i:?: ; :, :c t\ :: ,,,,,,, z ':' ·-~·~· ::::;; • > i:J \, ' !::·: :.:;; ',,) -~' . .! Mill Certification 12/3/2015 Stelfast Inc. Report of Chemical and Physical Properties 22979 Stelfast Parkway Strongsville, Ohio 44149 Issued To: GC Fasteners Inc. 1772 Rogers Ave. SAN JOSE, CA 95112 Ouantitv: 600 Part#: DHW0015000 Description: 1-1/2 Hardened WasherF436 Purchase Order: 24092 Stelfast Order: SO 66894 Certificate#: 507.508 Aot Number: GBR14538049C-008 vfieat Number: D113A00020 Country of Origin: CN Chemical Analysis C Mn 0.46 0.62 Hardness (Core) p 0.02 S Si Cr Mo V B 0.004 0.23 Mechanical Properties 39-44HRC Ni Cu We hereby certify that the above data is a true copy of the data furnished to us by the producing mill or the data resulting from tests performed in approved laboratories. Stelfast does not cetiify to customer's part numbers. This certificate applies to the product shown on this document, as supplied by Stelfast Inc. Alterations to the product by our customer or a third party will render this certificate void. 'v J~;_ liltlf.,_ ______ ~--···"'-~------ j[]£i!virll ~i~s !QlllUIAUty Mt~lillMl)ge.lJ" December 11,2015 Page 1 of 1 !HiAIINJIIAIG ZIHONGDA FASrtENE!FJ C0&9 LT!Do ~@tf§~ xw~U®~ Blfil~Uil~fi'oiH ~!m®~ ilr~Y®Mlf\l 'lf@~fi\'1~ !11®!iru6flll':JN ©fl'!IR!fli@l~ :§jiJ~tll~~ trGm~@@$'~.l'Hil'~ IF<im:<!t®~~-~tmw.llilli'IP~®fi'a\\1/dl-~oo!JllU un'tlil~llll<·llilru©m~tdlw.oo~n 0~~@.~ t/P.l!liil!L\l©.: ~s~N~®: $izl®: ~: flmlml'l: M~ii'l~: o..2COO?® l~ sg .¢%~#\@10000 ~lil~ Hl®bt Jl®M 1\1~ ~ ~f.£"'·4» !A PLAIN W!A (Q)000le!Wl~U0hl~ffib.L U~lS~~C'lrD©U\9 91~,~.2 MATEAaAL CHEMICAL ANA!LVSBS ~~~~: A$TM~3-©1lll!Gmde~A llJ~~: · ~5 (E<qJullll rto CifJ® Car~ ~1~~) ~~ ~ fi<U~-I'il>lg~; IS~ill!l~ll~ iliMil!t:r& N©.: 2()'i5ZOf't:rr-u Fi<!'l~w D~te:® Jun ~'15 ~®~r\J N©.: ~'i1500011lil!l\ Li!.'il~ QM!IIil'diy:1,4fill PC'~ ...-t:'©t !Mo.: 2@~00311«M MFG D~Riill: 1 Hll~w 20~5 W(l) ~ tl'mln ~;\$~ •m ffilil!l'!Wi~d. 1\iiilti'IPI~. *t<M ~rni ~~~~d arm ®IOOtii'Wll!WIO® w!i!J~ fi'llit ®.~MJ'f!©*~'~ e~n@ ®Y'ilif SJM~m@rita!Y ~l~~n~ @r @ii'ter ~re~ir®MI!'!Mt dteJ~li!Md in tn® ~lftrdt~ llmier ©r oomfW!~ 1liloo W.!lllll ~Mmll ~ me<l.la 2~ ~Mirem®rt~. 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Report of Chemical and Physical Properties 22979 Stelfast Parkway Strongsville, Ohio 44149 Issued To: GC Fasteners Inc. 1772 Rogers Ave. SAN JOSE, CA 95112 Ouantitv: 600 Part#: DHW0015000 Description: 1-1/2 Hardened WasherF436 c Mn 0.46 0.62 p 0.02 s 0.004 Si 0.23 1t>urchase Order: 24092 Stelfast Ordet·: SO 66894 Certificate#: 507.508 Aot Number: GBR14538049C-008 vheat Number: D113A00020 Country of Origin: CN Chemical Analysis Cr Mo V B Ni Cu Hardness (Core) Mechanical Properties 39-44 HRC We hereby certify that the above data is a true copy of the data furnished to us by the producing mill or the data resulting from tests performed in approved laboratories. Stelfast does not certify to customer's part numbers. This certificate applies to the product shown on this document, as supplied by Stelfast Inc. Alterations to the product by our customer or a third party will render this certificate void. r~~v:i(u Bi'3s Q\1uuUty 1\hinuage~· December 11, 2015 Page 1 of 1 -~· ' .... . NUt::.af:'4,. · . : ·~:·MiU·Certific~tion =~;g~·;~:tl'fA!~~~· '.::_':/· :·.·.·.·:;.1*~{~Hj!1_~·:. t' .. ·.:.····•· ... : ........ ·.·· .· ..... ·:. · sod To· VAUEY ~~~N rNa• • P • . · · > ·{ I .· ·~ta. ~~;"c\W~~I,f~\kCK; .. . . . . ~~~~~~~~~~377eJc20'2~· .)! ; '· , ... ·. .\ ,:; , FRESN0(CA93706-Z024 .• • .. ; •; ; :.·.·::; ' ••.. ·· .. · ... ' ' :; . ~~~~~g~~~~~~515~ . ' ;' ;-;;::·; .·. ...•. ' :. ;:· ........ · ·.... '.·· i MrR#: 000012229 POBox iO 7285Wesl21200 Nor! PLYMOUTH UT £!433 ·. . ·. . {435) 458-230 Fax; (435) 458·23(; Product Group Merchant Bar Quality < ;:' i . :· ·.; · •·· ·· · P~rt Numbar .. s350(l30024010WO pescrlpllon NUCOR MULTIGRADE .• .. Lo~d Numbi:lr · tl1~331169 Customer Spao Qustomer Pa:~t tt r hor:ellycMl€y fh<!t 11\9 matai1al {J_tr.~cribad Mre~lllas ~anmaoulnci!JfOO In accoriJar~co withilie spQclflos!ions ~nt$ ttano;~njG!isletl atwvu n~d thalli !<!lll~nes lho~~ '"qlll!ements .. ............. . . --"'· .. , . ~ . . .. · ,-:....,.,.,..~-.-. -~ ...... ~--........ ___ ,,., ..... ,-. Roll Date: 12/312015 Melt Date: 11/2al201li .. Qty Shippedl.BS: 3,981 Qty Shlppecl Pes: 39 . ---~--~-------'-~~,-..,~~.o......--=-~-'----'"'-~...,--.;..:.,..-:.......~ ·~-· . __ , ____ . ___ . -· __ .. __ ,., __ ·----~-· -· --~-~-- ·.s ·. O.o37% .... Si 0.~4%- cu Gc· .. ··f:A.$.t'ENERSY··. PO . 2417.~:.:··:··::: !··· ... : INV 70388 . Cr 0.17% Mo om4% v 0.0201% .. Cb 0.000% Sn 0.019% 1216 1/2" .)(3"' X a·~. 'X.:1,;:9:llS't PV\f: ·. JANUARY· 11, 2016 Ryan Pennington .Q c -~··--Q ' !lEC W2015 c3J Onho.r:'l ~ ~f ~ t.£AYEJ08 ----- 'BUCK DRIVER ----ga!s to Fullld. lo2/3 Ld. ____ ga.ls to 1/3 Ld. STANDBY MiN. RATEOFX$ ---- TAX PREVIOUS BALANCE SUB TOTAL STANDBY CHARGE TOTAL RECEIVED MAR 01 2016 CITY OF CARLSBAD BUILDING DIVISION sot;[ ) A~ Sempra Energy utility® March 18, 2016 Jacqueline Dean c/o Solar City Corp 3055 Clearview Way San Mateo, Ca 94402 Dear Ms. Dean: Subject: Outage on Tuesday 03/29/16 PROJ# 650897~010 571 Enterprise St Escondido, CA 92029·1244 RECEIVED MAR 2 2 2016 CITY OF CARLSBAD BUILDING DIVISION Location: Dove Lane Apt @ 1925 Dove Lane, Carlsbad SDG&E has tentatively scheduled a crew to disconnect electric service at the above referenced location on Tuesday 03/29/16. The outage will begin at approximately 9am and end at about 2pm, or as quickly as the work can be completed provided SDG&E has received the necessary inspection clearances from the City of Carlsbad Inspector. The cost for performing the outage at that time is $840. Any change in schedule, or delay may result in additional charges. Also, cancellation must be made a minimum of 3 business days prior to the scheduled outage, if cancelled within 3 business days; a portion of your payment will be withheld. Please note that any cancellation due to inclement weather or emergency work would not be charged to you and would be rescheduled at the earliest available opening. The installation of new utility service lateral conductors, when required, may be at the customer's expense. Please be advised that your payment must be received no later than Tuesday 03/22/16 in order to firmly schedule your outage. An inspection from the municipality on the work performed by your electrician will be required. If the work is scheduled to be performed during normal business hours, confirmation is required that the municipality inspector will be on~site at the time of the outage to release the inspection to SDG&E's New Service Section no later than 1 P.M. that same day. Service can not be re~energized without receiving an inspection release from the municipality. If the work is scheduled for non-business hours, and the inspector will not be on site, a Prearranged Outage Inspection Release may be submitted by 1 P.M., a minimum of one (1) working day prior to the scheduled outage. The above cost does not include any work by the telephone company or cable TV company. Please call them for any charges they may have to relocate their facilities. Customer shall indemnify, defend and hold harmless SDG&E from, and against, any and all liability of every kind and nature resulting from, or in any manner arising out of or in connection with, the performance of the work excepting only those liabilities arising from the sole negligence or willful misconduct of SDG&E or its agents compared to any other person. PROJ# 650897-010 2 March 18, 2016 Customer shall indemnify, defend and hold SDG&E harmless from and against any and all liability arising out of, or in connection with, the violation or compliance with any local, state or federal environmental law or regulation as a result of pre-existin!~ conditions at the job address. Customer agrees to accept full responsibility for, and bear all costs associated with, pre-existing environmental liability. Customer agrees that SDG&E may stop work, terminate the work, redesign or take other action reasonably necessary to complete the work without incurring any pre-existing environmental liability. If you cancel your request without giving the utility 3 business days notice, you will be charged a two-hour minimum fee. The fee must be paid to the utility beforH another outage will be scheduled. The remaining amount will be refunded to you. Make your check payable to SDG&E and the Customer Payment Remittance form in the enclosed envelope. Please note that Project Management Offices are not able to accept payments. All payments must be mailed to: Customer Payment Services -CP61 C San Diego Gas & Electric P.O. Box 129831 San Diego, CA 92112-9831 If you would like to walk your payment in, a list of payment centers is enclosed, ask the clerk to call the office and speak to me or an assistant. Please reference the SDG&E project number on your check. Yo•ur check must be received by Tuesday 03/22/16 to maintain the planned schedule. In the interim, if you have any questions, please give me a call. Sincerely, ~~ Carole Cowley ,:l.L,e Customer Project Planner CC/alr ZepSolar ZS Span™ Installation Manual for Rail-Based Applications-U.S. Document #800-0329-001 Rev F File Generated July 3, 2013 ,· ~. ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Notices This manual contains safety, installation, configuration and troubleshooting instructions for ZS Span. Zep Solar, Inc. recommends that you save this manual in a readily accessible location, should any questions arise regarding ZS Span. Copyright and Trademark Information Copyright© 2012, 2013 by Zep Solar, Inc. All rights reserved. ZEPr", ZS CompTM, ZS Aeror", ZS Seamr", ZS Trapr", ZS Waver", ZS Spanr", ZS Tiler", and the Zep logo are trademarks of Zep Solar, Inc. Zep Solar® is a registered trademark of Zep Solar, Inc. All other trademarks are the property of their respective owners. Warranty Notice Warranty void if hardware not certified by Zep Solar, Inc. is attached to the Zep Groove of a Zep Compatible PV module frame. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 ., "' },,. ··A;' "11( ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Contents 1 Introduction --------------------------1 1.1 ZS Span Overview ................................................................................................................................................................... 1 1.2 General Safety Precautions ................................................................................................................................................ 2 1.3 Zep CompatibleTM ................................................................................................................................................................... 3 2 ZS Span Components---------------------5 2.1 ZS Span Cutaway View ........................................................................................................................................................ 5 2.2 ZS Span Core Components ................................................................................................................................................ 6 2.3 ZS Span Accessory Components ..................................................................................................................................... 8 2.4 ZS Span Tools ....................................................................................................................................................................... 10 3 Array Design ________________________ _ 11 Step 1: Gather Project Data ............................................................................................................................................... 11 Step 2: Obtain Spacing and Cantilever Allowances .................................................................................................. 12 Step 3: Create Array Layout and Bill of Material ....................................................................................................... 13 3.1 Using the Zepulator Online Design Tool ..................................................................................................................... 14 3.2 Using the Span Tables ....................................................................................................................................................... 16 3.3 Alternative Layout Possibilities ...................................................................................................................................... 17 4 Layout Concepts---------------------19 4.1 Drop-In Direction .................................................................................................................................................................. 19 4.2 Engineering Rules ................................................................................................................................................................ 20 4.3 Grounding/Earthing ............................................................................................................................................................. 25 4.4 Thermal Expansion ............................................................................................................................................................. 27 4.5 Roof Zones .............................................................................................................................................................................. 30 5 Installation Process----------------------33 Step 1: Mark Out Array Layout on Roof.. ....................................................................................................................... 34 Step 2: Install Roof Attachments ................................................................................................................................... 35 Step 3: Ground Prep .............................................................................................................................................................. 36 Special Inset: Spanner Bar 1x 3x 4x Lengths .......................................................................................................... 39 Step 4: Attach Spanner Bars ............................................................................................................................................ .40 Step 5: Install Array Skirt .................................................................................................................................................. 42 Special Inset: Grip Installation ..................................................................................................................................... 46 Step 6: Install First Row of Modules .............................................................................................................................. 47 Special Inset: Interlocks ................................................................................................................................................. 53 Special Inset: Wire Management ................................................................................................................................. 55 © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Pagei ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 7: Complete the Array ................................................................................................................................................ 57 Step 8: Ground the Array ..................................................................................................................................................... 58 Special Inset: Installing Side Skirt and Corner Caps ........................................................................................... 59 Special Inset: Universal Box Brackets and Other Accessories ......................................................................... 62 6 Installation Supplement ------·-------------63 6.1 Servicing an Array ................................................................................................................................................................ 63 6.2 Array Skirt Options .............................................................................................................................................................. 65 6.3 Removing the First-Row Array Skirt ............................................................................................................................ 68 6.4 Hybrid Interlocks ................................................................................................................................................................. 71 6.5 Backwards Compatibility .................................................................................................................................................. 73 Special Inset: Component Versioning ........................................................................................................................ 7 4 Special Inset: Interlock Versions and Alignment Marks .................................................................................... 76 Special Inset: Array Skirt Version Compatibility .................................................................................................... 77 Special Inset: Array Skirts and Caps .......................................................................................................................... 78 7 Regulatory Information--------------------79 7.1 ULand ETL Listings ............................................................................................................................................................ 79 © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page ii 1 Introduction ZS Span TM, from Zep Solar, Inc., is an integrated roof mounting solution for installing PV arrays on tile roofs. ZS Span offers the following benefits: rapid installation, reduced roof penetrations, reduced parts count, Low sys- tem weight, precision alignment, enhanced aesthetics, resistance to theft, redundant auto-grounding hardware, portrait and Landscape options, and an easy-to-use design tool with array-Level BOM calculations. 1.1 ZS Span Overview Figure 1.1 ZS Span for Tile Roofs © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 1 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 1.2 General Safety Precautions Follow all instructions in this manual and the PV module installation manual. The installer is ulti- mately responsible for ensuring that all installations are performed in compliance with applicable codes and standards, as well as industry best practices. 1.2.1 Installation Safety The installation process requires working on sloped and elevated building surfaces, in out- door weather conditions, using tools and heavy components designed for the generation of electricity. Use properly anchored fall protection equipment. Use caution to prevent objects from falling or dropping off the roof area. Cordon off ground areas directly beneath the roof work area when possible. Always use personal protection equipment such as safety glasses, gloves, etc. as neces- sary. Do not perform installations in excessively wet, windy, or inclement weather conditions. When working in hot weather, work crews should take care to prevent symptoms of over- heating or deyhdration. Use proper Lifting and carrying techniques when handling heavy components at the job site. If conditions are challenging for moving PV modules to the roof area, use a mechani- cal Lift. Follow best practices when working around high-voltage electrical equipment. .D.o.J::illt anchor fall protection equipment to roof mounts, or any other inappropriate roof structure. Ensure that Zep Solar components are properly engaged with the PV modules. Do not subject the PV modules to excessive Loads or deformation such as twisting or bending. The installer is responsible for: Following all applicable regional and Local codes, standards, and regulations Ensuring that all personnel are properly trained, equipped, and Licensed Obtaining all required permits and inspections Verifying that the roof structure can support the array under Live Load conditions. Verifying that the system is installed over a properly rated fire-resistant roof covering 1.2.2 Electrical Specifications These instructions describe the correct installation of the Interlock, the Ground Zep, and other Listed components into a PV module that has a Zep Compatible frame. Product Listing information is shown for each component in the Components chapter and in the Requirements chapter. For the most up-to-date Listing information, please refer to the product datasheets on the Zep Solar web site. Zep Solar components are only suitable for PV modules with a series fuse rating of 15 Amps or Less. Each array of PV modules must be earthed with a sol.id copper wire that is connected between the Ground Zep and a suitable earth ground. The ground wire and torque specs are identified in "Ground the Array" on page 58. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 2 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 1.3 Zep Compatible™ Zep Solar mounting solutions are based on the Zep Groove, a patented module frame profile designed to mate easily and precisely with Zep components. Module frames with the Zep Groove are considered "Zep Compatible", and are offered by PV module manufacturers who have estab- Lished a Licensing agreement with Zep Solar, Inc. Please visit www.zepsolar.com for an updated List of Zep Compatible partners. Zep Compatible PV module Figure 1.2 Zep Groove and Rockit Key side Tongue side Zep Compatible PV module Rock it For example, the "Rockit" is a hardware feature used to secure PV modules to the roof attachments. The Rockit fits into the Zep Groove on both sides: The Key side inserts, while the Tongue side receives. Key and Tongue. The Key and Tongue concept informs all Zep Compatible designs. The Key side inserts into the Zep Groove, similar to inserting a key into a Lock. On the other side, the Zep Groove allows PV modules to "drop in" easily onto the Tongue of the Rockit. First, the Key side of the Rockit is inserted into the Zep Groove. Figure 1.3 Module Drop-In Example iirr=-' ,!iii ~ d'm ,;:' ;:Ji. In the next row, modules are "dropped in" on the Tongue side (the receiving side). Each Tongue provides an in/out adjustability with the Zep Groove, allow- ing for optimized placement of each module. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 3 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Another example of the use of Key and Tongue in a Zep Compatible design is seen with the Inter- lock, a component that couples and bonds two modules together. Here, the Key and Tongue are differently shaped, but they still fit into the Zep Groove in the same manner as the Rockit. Figure 1.4 Zep Groove and Interlock Interlock front is Tongue side Interlock back is Key side Other Zep Solar components such as the Interlock also use the Key and Tongue concept. Open Closed The fasteners on the Interlock (the "Interlock Zeps") are tightened one- quarter turn to Lock securely into the Zep Groove. Rotation seen from Key side Key side is inserted into Zep Groove See "Interlocks" on page 53 for more information on the Interlock. Auto Grounding. The Key and Tongue sides of Rockits and Interlocks establish an electrical bonding connection between both modules and other Zep Solar components such as the Array Skirt. The rotation of the Key side into the Zep Groove, and the rotation of the next row of PV mod- ules onto the Tongue side, acts to establish an equipotential bond for all UL listed components by cutting through the surface coating (tested for both anodized and painted coatings) on the Zep Groove. Note: All components shown as UL Listed to UL 2703 are listed for bonding. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 4 2 ZS Span Components 2.1 ZS Span Cutaway View Zep Groove Adjustable Mighty Hook © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 5 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 2.2 ZS Span Core Components Part No. 850-1413 Cam Foot Secures PV Modules to the Spanner Bar, and enables fine-tuned leveling. Create an electrical bond between modules on both Key and Tongue sides. Also creates bond with Spanner Bar. Listed by UL to UL 2703. Part No. 850-1172 Ground Zep Provides a single point for grounding/earthing the PV Array. One Ground Zep can ground an array up to 33 x 33 feet. Listed by UL to UL 467 and UL 2703. ETL listing conforms to UL STD 467. Part No. 850-1388 Interlock Provides a structural and electrical bond between modules. See "Backwards Compatibility" on page 73 for additional information regarding Interlock versions. Listed by UL to UL 2703. Hybrid Interlock Part No. 850-1281 Used on Cam Foot base where the Cam Foot location conflicts with the installation of an Interlock. Creates electrical bond between modules on both Key and Tongue sides. Listed by UL to UL 2703. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 6 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. ZS Span Core Components, Continued Part No. 850-1396 Adjustable Mighty Hook Provides a roof mounting attachment point for the array. Shown above are 2-piece and 3-piece product versions. lx 3x 4x Spanner Bar Part No. 850-1403 Attaches to Adjustable Mighty Hook or other roof attachment to pro- vide a mounting channel for the Cam Feet. Pre-cut lengths dimen- sioned by module width for 1, 3, or 4 modules. Note: Some regions may continue to stock the previous version of the 1x for all Spanner Bar needs. See "Backwards Compatibility" on page 73 for more information. Part No. 850-1194 Spanner Clamp Attaches Spanner Bar to Adjustable Mighty Hook or other roof attachment. Listed by UL to UL 2703. Part No. 850-1400-4x Part No. 850-1399-3x Part No. 850-1398 -1x Splice Kit Splices lengths of Spanner Bar together for use in large arrays. Creates electrical bond between Spanner Bars when fully spliced together. Two Splices per join. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 7 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 2.3 ZS Span Accessory Components Array Skirt profile view Part No. 850-1421 Array Skirt Grip Conceals hardware for an aesthetic appearance on all sides of the array, and also serves as a jig during installation to keep the first row of modules straight. Also serves as a structural component when attached to modules via the Key side of a Cam Foot Rock it with Interlocks connectiong sections of Array Skirt. Used to secure Array Skirt after attaching the Array Skirt to the first row of Cam Feet. Listed by UL to UL 2703. Listed by UL to UL 2703. End Cap Used to cover the ends of the Array Skirton the front row of modules for a more aesthetic appearance. Usted by UL to UL 2703. Inside Corner Cap T-Lock Attaches the Array Skirt to the module frame along the non-leading edges of the array. Creates an electrical bond between Array Skirt and module. Listed by UL to UL 2703. Used to bridge inside corners when Array Skirt is applied all around the perimeter of the array, for a more aes- thetic appearance. DC Wire Clip Snaps into the Zep Groove to secure array wiring, and to adjust wire tension, with parallel and 90 degree clips. Fits wires 5.2mm- 7.6mm in diameter. Outside Corner Cap Used to bridge the corners when Array Skirt is applied all around the perime- ter of the array, for a more aesthetic appearance. Listed by UL to UL 2703. AC/DC Cable Clip Snaps into the Zep Groove to secure array wiring, and to adjust wire tension. Fits a variety of cable sizes. *When properly installed, these Accessory Hardware Components are capable of creating an electrical bond with adjacent Zep Solar hardware components. See "Installation Process" on page 33 for details. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 PageS tl. ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. ZS Span Accessory Components, Continued Jam Universal Box Bracket Allows attachment of electrical boxes to Zep Compatible PV module frame, thereby eliminating additional roof penetra- tions. Groove Adapter Bracket Mounts to selected microinverters and provides an electrical bond and a mechanical connection to a Zep Compatible PV module frame. UL Listed to UL 2703. Part No. 850-1258 Jam Secures the Universal Box Bracket to the module frame. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 9 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 2.4 ZS Span Tools Zep Tool The Zep Tool performs the following functions: Install and remove Interlock Install and remove Ground Zep Adjust height of Cam Feet using #30 Torx Bit attachment Flat Tool The Flat Tool does everything that the Zep Tool can do, except for adjusting the Cam Foot height. In addition, the Flat tool performs these additional functions: Secure Cam Foot base in Spanner Bar groove Remove Interlock from between two modules #30 Torx Bit Attachment Inserts into top of Rock it for the Cam Foot and the Hybrid Interlock, for raising and lowering of the array at the attachment points. Base attaches to the handle end of the Zep Tool. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 10 3 Array Design Zep Solar, Inc. seeks to encourage efficient design of PV arrays by providing tools and resources necessary for installers and integrators to successfully design system that meet Local structural codes. The Zepulator online design tool and Span Tables are available on the Zep Solar web site to enable custom array designs. Additional information on fine-tuning array designs can be found in training videos, also available on the Zep Solar web site. Step 1: Gather Project Data Array design begins by identifying specific information that applies to the project, including: Site information such as wind speed and terrain characteristics Building characteristics such as purlin/battenspacing, roof pitch, and roof type PV array details such as PV module manufacturer, mounting area, and desired orientation Within each specified roof type, users can select a preferred Zep Solar approved roof attachment when using the Zepulator. The Span Tables and Certification Letters are only valid for hardware specifically tested and approved by Zep Solar, Inc. for use within each country. NOTE: Input variables may vary from one country to the next. To see variables for other countries supported in the Zepulator, select another country for the project on the Project page. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 11 Step 2: ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Obtain Spacing and Cantilever Allowances After gathering the project data, the designer can either look up the allowances in the Span Tables, or s/he can enter the project information into the Zepulator in order to obtain the maximum allow- able spacing and cantilever distances. (The terms "spacing" and "span" are interchangeable.) Figure 3.1 Spacing and Tile Reveal Showing Spanner Bars Running North-South Cam Foot Tile Hook Spanner Bar Tile Hook spacing is a multiple of the Tile Reveal Down-roof ! Interlock Spanner Bar spacing is a multiple of the distance between rafters Spacing terminology is dependent on Spanner Bar direction. Most of the examples in this manual show Spanner Bars running North-South. However, if the Spanner Bars run East-West then the Tile Hook spacing will refer to the the dimension that is a multiple of the spacing between rafters, and the Spanner Bar spacing will be a multiple of the Tile Reveal. See "Engineering Rules" on page 20 for more details. Maximum achievable vs. maximum allowable spacing. The maximum allowable spacing is an absolute maximum based on Zep Solar's engineering values. The maximum spacing achievable in practice is a mulitple of either rafters or tile sizes, and may be smaller than the maximum allow- able spacing. Cantilever allowances are based on the maximum allowable spacing, not the maxi- mum achievable spacing. NOTE: It is strongly recommended that both and designers and installer crews attend hands-on training classes with Zep Solar, Inc., and also view the online videos available on the Zep Solar web site at www.zepsolar.com. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 12 Module Cantilever: Cam Foot center to module edge. ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. #, I I I I Figure 3.2 Cantilever Down-roof Spanner Bar cantilever: Tile Hook -J;: - - - - -! to module edge (with supporting _ 't_ ____ _ Cam Foot) Step 3: Spans are site and project-specific. Field installers should keep the span allowances in mind for each job, as they may need to re-configure an array due to unexpected conditions at the job site. Cantilever is also site and project-specific. Cantilever refers to the amount of overhang that a module or Spanner Bar can have beyond its last support point. Please refer to "Engineering Rules" on page 20 for more information on cantilever rules for ZS Span. Create Array Layout and Bill of Material Array Layouts and a Bill of Material can be created using the Zepulator online design tool or using a CAD program. The designer may also choose to generate an initial layout in the Zepulator and then further refine the design using another program. Zep Solar, Inc. provides downloadable CAD blocks on the Zep Solar web site for Zep Solar components. Note that the Bill of Material created by the Zepulator does not include hardware pricing, since that may depend on the distribution channel and other factors. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 13 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 3.1 Using the Zepulator Online Design TooL The Zepulator online design tool is available from the Zep Solar web site, or directly at www.zepulator.com. Figure 3.3 Zepulator Online Design Tool TbeZepulator Place your cursor in a field to display an explanation. Average roof height ' Least horizontal dimension ' 40 0 Roof slope' 20 0 Roof type' T!i€ Roof attachment type Site tab includes topography, weather, and other site-specific data that may vary by country --1 Building tab includes inputs for roof I I type, attachment method, and rafter 1 . \ L_s __ p_a __ c __ m __ g __________________ ---·-------------.. _______ j ft • Required field Select your mean roof height per ASCE 7-05 For instance. for a simple gable root use the average of the heights of the peak and the gutter deg in Click Continue to save changes on any input screen. Layout tab is for selecting module details, orientation, and mounting Use the Summary page to view, edit, or print the Bill of Material and 1------1 Engineering Calcul~~~:~·--------__ __ J © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 14 0 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 3.1.1 Zepulator Layout Example After all information is entered or selected, click the Update button on the Layout tab to see a suggested Layout similar to the one shown below. Note that the Zepulator optimizes the Layout to minimize the number of roof penetrations. Ground Zep Rafters Figure 3.4 Example Zepulator Array Layout (ZS Span, US) 24.0" rafter/truss spacing Tile Hook roof attachment ---t---PV module ------If---Cam Foot 15.1" Cantilever 15.0" Ca.ntile'ter The Zepulator centers the array in the specified roof mounting area. l Down-roof The array Layout accounts for each ZS Span component Listed on the Bill of Material. NOTE: In cases where a Cam Foot coincides with an Interlock Location, you may need to substitute a Hybrid Interlock. However, shifting the array slightly Left or right (in the direction perperpendicular to the Spanner Bar direction) can sometimes eliminate the need for Hybrid Interlocks altogether. The Zepulator does not show Hybrid Interlocks on the Layout, although it will include Hybrid Interlocks in Additional Truck Stock to ensure adequate hard- ware supply if needed. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 15 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 3.2 Using the Span Tables In addition to the Zepulator online design tool, Zep Solar, Inc. provides complete Span Tables that are included with the Engineering Certification Letters for each country. These tables represent tested structural values for every combination of hardware that is approved for use with Zep Com- patible roof mounted PV arrays. The Engineering Certification Letter may also be provided to build- ing officials when submitting for a permit, or for use by independent engineering consultants. Figure 3.5 Span Table Example (ZS Span -US) Roof zone Drop-in direction ~~--·· ··--·~···· ··-··-----·~·· ...... L---·········---·-······---~---, 1 Maximum allowable North-South span I (up the rafter), shown in increments of I 2, 3, and 4 Tile Reveals, assuming a 14-, j i:~h reveal. Maximum allowable East- West span (across rafters) Specific option for roof attachment hardware © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #S00-032g-001 Rev F File Generated July 3, 2013 Page 16 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 3.3 Alternative Layout Possibilities The Layouts shown thus far have been simple examples for the purposes of illustration. In the real world, things are rarely as straightforward: maximizing the number of modules on the available roof space while avoiding roof obstacles may require an adaptive approach. The following exam- ples show a few of the array designs that are possible with ZS Span. Figure 3.6 Alternative Layouts Possible in ZS Span Stair-Step Mixed Orientation Pyramid Staggered Modules Roof Obstruction 3.3.1 Special Design Assistance The above "advanced" Layout examples are governed by additional Layout rules not described in this manual. Installers who need additional support are encouraged to contact Zep Solar Support for design assistance. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 17 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 18 4 Layout Concepts This chapter contains important information on the rules governing Zep Compatible array layouts. 4.1 Drop-In Direction The PV module drop-in process is specific to Zep Solar hardware designs. For ZS Span, drop-in direction is the same as the Spanner Bar direction. North-South. Spanner Bars run vertically. Modules are "dropped in" one row at a time, starting at the Array Skirt and working upwards. Complete each row before proceeding to the next. East-West. Spanner Bars run horizontally. Modules are "dropped in" one column at a time, starting at one side and working towards the other. Each column is completed, working from bottom to top, before going on to the next. (The Array Skirt is typically used on the first column to keep the mod- ules aligned during installation.) Is There a Preferred Module Orientation? For ZS Span, Landscape orientation is supported for North-South Spanner Bar/drop-in direction, and Portrait is supported for East-West. Figure 4.1 Drop-In and Orientation Supported for ZS Span Spanner Bar North-South Landscape Drop-in direction is vertical (North-South) Array Skirt East-West Portrait Drop-in direction is horizontal (East-West) © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 19 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 4.2 Engineering Rules The engineering rules and Span Tables are important factors to consider when customizing array designs. Installers must be fully aware of these rules when making field adjustments. 4.2.1 Spacing Rules Cantilever allowances are dependent on the maximum allowable spacing and the drop-in direc- tion. There are two cantilever numbers for ZS Span: module cantilever (Cam Foot to module edge) and Spanner Bar cantilever (Tile Hook to Spanner· Bar end). Maximum Allowable Spacing. The maximum allowable spacing between roof attachment points is determined by various site-specific and building inputs, which are captured in the Zepulator and/ or the Span Tables. There are two spacing numbers for ZS Span: Spanner Bar spacing, which is the distance between Spanner Bars. Typically this is the East-West spacing shown in the Span Tables. Tile Hook spacing, which is the distance between Tile Hooks running along the same Spanner Bar. Typically this is the Tile Reveal shown in the Span Tables. Achievable Spacing Increments. The maximum allowable spacing is not necessarily achievable on a project, because the actual spacing is limited by two increments: Rafter spacing, which is a horizontal dimension. Typically this will be the Spanner Bar spacing, assumings the Spanner Bars are running North-South clown a rafter. Tile Reveal, which is a vertical dimension. Typically, this will be the Tile Hook spacing. Inverse Relationship Between Maximum Spans. The larger the spacing in one direction, the smaller the spacing in the other. For example, the Zepulator online design tool allows the user to select the desired number of tiles based on the specified vertical Tile Reveal. Choosing a smaller number of tiles can allow for a creater span in the East-West direction, while choosing a larger number of tiles will result in a smaller horizontal span. 4.2.2 Cantilever Rules Spanner Bar Cantilever. For ZS Span, the maximum Spanner Bar cantilever distance is depen- dent on the direction in which the Spanner Bars are running. North-South drop-in. For Spanner Bars running North-South, the maximum Spanner Bar cantilever is 1/2 of the maximum allowable North-South Tile Hook spacing, not to exceed 24 inches. East-West drop-in. For Spanner Bars running East-West. the maximum Spanner Bar can- tilever is 1/2 of the maximum allowable East-West Tile Hook spacing, not to exceed 24 inches. Module Cantilever. For ZS Span, the maximum module cantilever distance is also dependent on the direction in which the Spanner Bars are running. North-South drop-in. For Spanner Bars running North-South, the maximum module can- tilever is 1/3 of the maximum allowable East-West Spanner Bar spacing. East-West drop-in. For Spanner Bars running East-West, the maximum module cantile- ver is 1/3 of the maximum allowable North-South Spanner Bar spacing. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 20 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Figure 4.2 Spacing and Cantilever I North-South Drop-in, Rafters Running North-South Module Cantilever: Cam Foot center to module edge. This cantilever runs East-West only. For a North-South drop-in, module cantilever is always 1/3 of the maximum allowable East- West Tile Hook/Spanner Bar spacing. #. I I I I ' -------- Cam Foot North-South I spacing is determined by the module dimension plus 1/2 inch Tile Hook North-South spacing is a multiple of the Tile Reveal, equal to or Less than the maximum allow- able North-South span. Spanner Bar cantilever: Tile Hook to module edge with supporting Cam Foot Interlock - For a North-South drop-in, the maximum allowable cantile- ver for Spanner Bars with regard to roof attachments (e.g., Tile Hooks) is 1/2 of the North-South Tile Hook spac- ing but never greater than 24 inches. East-West Tile Hook/Spanner Bar spacing is a multiple of the distance between rafters, equal to or Less than the maximum allowable East- West span. PV module Rafter I Down-roof Ground Zep Tile Hook Spanner Bar Cam Foot 1/2 inch gap Skirt © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 21 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Figure 4.3 Spacing and Cantilever II East-West Drop-in, Rafters Running North-South Module Cantilever: Cam Foot center to module edge. North-South only. Cam Foot East-West Rafter For an East-West drop-in, module cantilever is always 1/3 of the maximum allowable North-South Tile Hook/Spanner Bar spacing. spacing is determined by the module dimen- Ground Zep s1on plus 1/2 1nch / I ;• -+; / / Tile Hook _ _ _ _ _ _ _ _ _ • I I ~ Cam Foot -t -----_-n-~-~-~.,-·'""~-:: --------~---~~-~--C.~ ---- ~~d"" ~ s"""''"' '" North-South Tile Hook/Span- ner Bar spacing is a multiple of the Tile Reveal, equal to or less than the maximum allowable North-South span. --------~--=-=-~=-=--=-=D=- 11 II I 11 I Spanner Bar cantilever: Tile Hook to module J,..,.OIII-------... • ' edge with supporting Cam Foot East-West Tile Hook spacing is a For an East-West drop-in, the maximum multiple of the distance between rafters, equal to or less than the allowable cantilever for Spanner Bars maximum allowable East-West with regard to roof attachments (e.g., Tile Hooks) is 1/2 of the maximum allow-span able East-West Tile Hook spacing, but never greater than 24 inches. (Array Skirt not shown) Down-roof ! © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 22 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 4.2.3 Distance Rules Cam Feet and Spanner Bar Ends. Cam Feet must be a minimum 1/2" from a Spanner Bar end, measured from the center of the Cam Foot threaded stud. Module Corner Minimum Distance. Zep Solar hardware such as Cam Feet and Ground Zeps must be installed a minimum distance of 2 inches from module corners, measured from the center of the Cam Foot Rockit. Figure 4.4 Minimum Corner Distance and Spanner Bar End Distance Cam Feet Minimum distance: 2" or 50 mm Spanner Bar Cam Foot mini- mum distance: --~ ~ 1/2" or 13mm '!_ _ Spacing Between Modules. Any two modules bonded by the same Interlock should always be spaced 1/2 inch apart, with a tolerance of +/-1/4 inch. Figure 4.5 Allowable Module Spacing , ' ; Maintain 1/2" distance ' ; ' ; between modules, with ' ; ' tolerance of +/-1/4" ; ; 'l: ' ' ' ' ' ; ' ; ' ; ' 4.2.4 Law of Perpendicularity Interlocks Must be Perpendicular to Drop-In Direction. For ZS Span, module drop-indirection parallels Spanner Bar direction, which can run either North-South or East-West. Interlocks always run perpendicular to the module drop-indirection. Feet Attach on Opposing Sides of Module. Cam Feet must always attach on opposite sides of the module, with the Tongue and Groove facing along the drop-indirection. Cam Feet should never be installed along the drop-in direction. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 23 Cam Foot Array Skirt Interlock Array Skirt ZS SPAN INSTALLATION MANUAL IFOR RAIL-BASED APPLICATIONS-U.S. Figure 4.6 Law of Perpendicularity Interlock Correct Cam Foot Drop-in direction Drop-in direction Correct North-South In this diagram, which shows a North-South drop-in, Cam Feet and Interlocks should not be attached to the sides of the array. •' Incorrect East-West Incorrect The modules in the field of this array are missing Interlocks. / ' / ' ' © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 24 Cam Foot ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 4.2.5 Single Module Installation A standalone module requires two Cam Feet per supporting frame side, for a total of 4 Cam Feet. This remains true regardless of module orientation or drop-in direction. Figure 4.7 Standalone Module Installation North-South East-West DOD Drop-in II Drop-in direction ~ direction II +---- II DOD Landscape Portrait ~ 0 4.3 Grounding/Earthing The Zep Compatible design concept allows the installer to build a hyper-bonded array up to a specified size with a single ground bond connection (an Equipment Grounding Conductor). In a hyper-bonded array, every module is structurally and electrically bonded to the surrounding mod- ules, on all sides. The rotation of the Key side into the Zep Groove, and the dropping in of the next row of PV modules onto the Tongue side, acts to establish an electrical bond for all UL listed com- ponents by cutting through the anodization on the Zep Groove. This eliminates the need for exten- sive lengths of copper wire run to every module in order to ground the array. In some situations, portions of the array may require additional bonding connections. The illustra- tions on the following pages show when additional Equipment Ground Conductors or jumpers are required. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 25 • ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 4.3.1 Bonding Path Examples The following examples show how a Zep Compatible PV array is hyper-bonded using Interlocks. Figure4.8 Bonding Path ··Simple Alrray ;I~ ~~~. ;I~ <~--Interlock ~ # ~ J(. ~ Jl ;I~ --II ~ ;I ~ ~ Ground Zep ~ II ~ J( ~ II ~~~ --II ~ II ~. r--Equipment Grounding ~ II ~ II ~J( Conductor (EGC) ~ ---Bond path ;I~ ;I ~ II "' ~ J( ~. Jl ~ J( ;;rw ffiii j$111J(4W!ifi5~ Array Skirt Figure 4.9 Bonding Path-Hybrid lnterlock:s or Thermal Expansion Joints ~ ~ ;I -Interlock Hybrid Interlock or ..... 11-11 Thermal Expansion Joint ~ Ground Zep Equipment Grounding /'-Conductor (EGC) \\. Bond path Array Skirt An array with a continuous column of Hybrid Interlocks (or a Thermal Expansion Joint) must be installed with a Ground Zep on either side of the column and a copper conductor wire between the two, in order to bond the two electrically isolated sub-arrays. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www .zepsolar .com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 26 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Selected versions of the Cam Foot also create an electrical bond as well. Figure 4.10 Bonding Path-Rockit ~ Interlock • -• • Cam Foot with • Grounding/Earthing Roc kit • • ~ Ground Zep • ' r--Earthing Conductor .. !111111111 /'../ Bond path 4.3.2 Special Bonding Component Options Hybrid Interlocks and Grounding. Zep Solar, Inc. offers both bonding and non-bonding versions of the Hybrid Interlock. National code requirements determine which component is available within each country. If an installed layout has a continuous column of Hybrid Interlocks, and the bonding version is not available, a Ground Zep must be installed on either side of that column. Cam Feet and Grounding. Bonding versions of the Cam Foot also create an electrical bond with modules on both Key and Tongue sides of the Cam Foot Rockit. The Cam Foot creates an electrical bond with the Spanner Bar as well. Spanner Bar Splicing and Grounding. The Splice Kit creates an electrical bond between two sections of Spanner Bar when they are fully spliced together. Ground Zep Module Limit. A single Ground Zep can be used as a connection point to ground an array up to 33 x 33 feet. 4.4 Thermal Expansion There are two methods to address thermal expansion and contraction within Zep Compatible arrays: Thermal Expansion Joints and physical gaps or breaks between sub-arrays. Thermal Expansion Joints consist of Interlocks that are installed in a manner that allows modules to slide back and forth as they expand and contract in response to daily temperature swings on the roof. This allows the modules some added flexibility to expand in the direction that the Interlocks are running. In the other direction, a physical gap is required to allow for thermal expansion of the modules. Generally, a gap of at least 12" between sub-arrays is recommended, both for thermal expansion and to allow access by work crews for module servicing. 4.4.1 When Are Thermal Expansion Joints Needed? Thermal expansion must be addressed under the following conditions: Array sizes larger than approximately 33 feet in either direction. After two consecutive Thermal Expansion Joints, a physical gap is required. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 27 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. NOTE: For example, a typical 60-cell polyc:rystalline module would require thermal expansion every 6 module Lengths or 10 module widths, or approximately every 60 modules assuming a square array. 4.4.2 Installing Thermal Expansion Jt)ints Thermal Expansion Joints use the Interlock component, which is used to connect and bond two modules together. To create a Thermal Expansion Joint between two modules, rotate the Inter- lock Zep on one side to Position 3 (locked position) using the Zep Tool. Rotate the Interlock Zep on the other side to just past Position 2. Position 2 provides a structural connection, but does not establish an electrical bond.This allows the module on the side of just past Position 2 to slide back and forth as the modules expand and contract in changing temperatures. NOTE: Thermal Expansion Joints require that a Ground Zep be installed on both sides of the break. 4.4.3 Thermal Expansion Joints and Module Rows or Columns When there is a continuous row or column of Interlocks all serving as a thermal expansion joint, all Interlocks must be tightened consistently going across the entire row or column. In most cases, one side of the Interlock is turned to Position 3, and the other side to just past Position 2, the exception being a staggered array. Interlock Position 3 creates an electrical bond with mod- ules on both Key and Tongue sides. Figure 4.11 Thermal Expansion Joint: Interlock Tightening Positions, North-South Drop-In Allow enough slack in the jumper so that it can flex with the thermal movement of the array Array Skirt Ground Zep .......... ~ ~ ,---- " Interlock Thermal Expansion Joint Ground Zep Equipment Grounding Conductor (EGC) Bond path © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www .zepsolar .com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 28 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 4.4.4 Physical Gaps Between Sub-Arrays Thermal Expansion Joints only work along the axis of the Interlock. Thermal expansions running along the other axis (parallel to the module drop-indirection) require a physical break between the sub-arrays. At a minimum, the gap should be at least 4 inches. However, a gap of 12 inches is recommended for ease of servicing. Figure 4.12 North South Drop-In, Thermal Expansion Gap Physical gap recommended minimum 12 inches Figure 4.13 East-West Drop-In, Thermal Expansion Gap ········I I.e · I Physical gap recommended I I I I minimum 12 inches ._. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 29 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Along the axis of the Interlock, Large arrays also need a physical gap after two Thermal Expansion Joints. For example, a North-South drop-in, Landscape orientation, might require a physical gap approximately every 100 feet. This would be approximately every 18 module Lengths, depending on the module. Figure 4.14 Large Array, North Drop-l1n, Thermal Expansion Gap 6 6 Thermal Expansion Joints 4.5 Roof Zones 6 6 Every third joint should be a physical gap recommended minimum 12 inches Roof zones identify the interior, edge and corner regions of each designated roof plane. This is to take into account varying wind pressures as the wind passes over different areas of the roof. The maximum allowable Cam Foot spacing may be smaller in edge and corner roof zones. Note: The examples shown in this document are for illustration purposes only and are subject to change in accordance with any modifications to regional engineering and structural requirements. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 30 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Figure 4.15 Roof Zone Example (U.S.) I I .~. a I Interior zone E Edge zone C Corner zone a The determination of the edge and corner zone dimensions is country-specific, as described in the Engineering Certification Letters for each country. When generating array Layouts, the Zepulator assumes that the entire mounting area is within an Interior roof zone. For detailed examples showing applications of array Layouts within edge and corner roof zones, and how to determine the dimensions of these zones, please refer to the Engi- neering Certification Letter and Span Tables document that is appropriate for the project Location. This document is available on the Zep Solar web site. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 31 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 32 5 Installation Process ZS Span for Tile Roofs Mounting Solution for Solar Arrays © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 33 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 1: Mark Out Array Layout on Roof la Mark Attachment Locations v Work up selected rafters and mark tiles according to allowable North-·-~-.. South span. .... • Locate the outside edges of the array. Mark array perimeter according to module dimension + 1/2 inch. Mark intervals for Array Skirt sections (custom matched for each module type and orientation) to identify Cam Foot/Inter- lock conflicts and lay out module gaps. Array can shift over attachment points if needed. Do not exceed cantilever allowance. iii Working up the rafter, choose and mark the first tile to be removed. It is best not to select a tile at the very edge of the array, and to fully utilize allowable Spanner Bar cantilever. Work across to select rafters based iv on allowable East-West span. Mark corresponding tiles above. /-ii'' To mark roof attachment points, 1 start by finding the first available rafter within the mounting area. 1 Maximum E-W span 1 Array Layout Example: Nc,rth-South, Landscape :.-------------~~ til ~ JLI ~ ii II Maxi~u~-~---f ;. NS>poo ~ ~ ------~ ~ • • L~ LJ ~ II • fl I "" ~ Module width+ ~-__ ~~i~ch · ... ~ I 'I :I ~ _:_---~-I Module length + l/2 inch Key llllilllil HeHook ll!lll Cam Foot Spanner Bar PV Module © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F F1le Generated July 3, 2013 Page 34 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 2: Install Roof Attachments 2a Remove Identified Roof Tiles Preserve tiles for later re-installation. (Roof sheathing not shown) Follow manufacturer's instructions for Zep Solar-approved Tile Hooks or standoffs. Tile Hook Placement Minimum rafter penetration for Adjustable Mighty Hook lag screw is 2.5" The Adjustable Mighty Hook from Zep Solar, Inc. can be shifted off-center. The hook portion of the Adjustable Mighty Hook can be shifted as well. / ( 2c Replace Roof Tiles \ .. Tiles may require grinding in order to fit flush. For extreme off-center placement, roof sheathing and additional deck screws are required. Some Tile Hooks allow adjustment of the hook depth. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 35 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 3: Ground Prep Assemble Spanner Bar Lengths Example: 3x3 array using 3 Spanner Bars will not require splicing or cutting (Shown: 3x Spanner Bars) Assemble Spanner Bars into the final lengths required for the array design. See "Spanner Bar lx 3x 4x Lengths" on page 39 for guidance on splicing pre-cut lengths for larger arrays. Slide the Splice Kit into the first Spanner Bar until the ridge in the Splice Kit meets the Spanner Bar edge as shown. up to 1/2" gap OK :~: Spanner Bars should be flush when fully spliced, tolerance of+/-l/4". Splice Kit Part No. 850-1401 Use a Splice Kit to splice two Spanner Bars together if needed. Insert the second Spanner Bar over the Splice Kit until the two Spanner Bar ends meet. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 36 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Ground Prep, Continued Place First Row of Cam Feet into Spanner Bars ·--·~ Spanner Clamp Cam Foot Spanner Bar Recommended 1.25" distance Attach first row of Cam Feet 1.25 inches from Spanner Bar ends, measuring to Insert Cam Foot base into the center of the Cam Foot threaded stud. (Minimum distance is 1/2") Spanner Bar channel. The Key side of the Cam Foot Rockit should face outwards, towards the perim- eter of the array. Tongue side of Rockit should face inwards, towards the field of the array. 3c Secure Cam Feet Using Flat Tool 1.25" distance~---.. - - - - - - - -- --··....,-::::,-- Key side facing out Tighten Cam Foot base 100 degrees, using Flat Tool. Open position Closed position © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 37 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Ground Prep, Continued 3d Spanner Bar Staging Slide Spanner Clamps onto Spanner Bars. ALL Spanner Clamps should face the same way. Stage the Cam Feet between Spanner Clamps, just past where module edge will fall. 3e Spanner CLamp Position Matches Tile Hook Type Top Mount Tile Hook 3f Use Correct Tile Hook Type for Spanner Bar Direction North-South drop-in 'i .ff. il * il ·~ u + !I t l ij Top Mount or Side Mount Tile Hook East-West drop-in "~~~o;'o~oooo=;fl;,;=j""' ell ,,,,,;,,o,,o.ft=''''lll= ,oj,' ;,c,;=,J,,=~''' Top Mount Tile Hook only Module posit'1oning First-row Cam Feet Rockits should be positioned half- way up the threaded stud. Side Mount Tile Hook © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 38 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Spanner Bar lx 3x 4x Lengths 4x The Spanner Bar is offered in pre-cut Lengths based on module width dimension. 3x Splicing Guidelines 1x 3x ED 1x Module corner 1x 1x 4x 4x 1.5" overage each side 3x 3x 1 module 2 modules 3 modules 4 modules 5 modules 6 modules Minimize Splices Excess length Do Not Cut Spanner Bars in Half Too short & Cutting a 4x Spanner Bar in half will result in two Lengths that do not quite span 2 module widths. ----X- 4x © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www .zepsolar .com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 39 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 4: Attach Spanner Bars / ' ( 4a ') Mount Outer Spanner Bar Sections on Roof Attachments "'---~/ Torque the carriage bolt on Spanner Clamps going up the column. 4b Use String Line to Align Middle Spanner Bars and Cam Feet Spanner Bar ends should be level ----=--.... Move middle Spanner Bars down to string line Place string line on front side, just below the Rockit, on the two outermost Cam Feet. Slide middle Spanner Bars into position until Cam Feet threaded studs meet string line. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. WWW.Z!!PSO[ar.com Document #800-0329-001 Rev F File Generated July 3, '2013 Page 40 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Attach Spanner Bars, Continued 4c Secure Middle Spanner Bars and Align Cam Feet Secure Spanner Clamps going up each middle Spanner Bar. Visually check that Spanner Bars are level, and not tilted. 4d Level Cam Feet Rockits to String Line -----1-~.~5~ r~n~e--- ------------- Spin the Rockit to adjust Cam Foot height up or down within the allowable range. Lowest Highest Allowable range is as shown. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 41 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 5: Install Array Skirt Sa Connect First Two Array Skirt Sections Together ' Position an Interlock with the Key side towards the Array Skirt, align- ing the end of the Array Skirt with the center mark on the Interlock. Note: Pre-assemble the first two Array Skirt sections if the Cam Foot spacing up the roof is greater than the Length of a single Array Skirt. Use the Zep Tool to secure the Interlock on one side. iii Rotate the Zep Tool from Position 1 to Position 3. Do not over-turn. Attach the second Array Skirt section, and tighten the Interlock on the second side. Skirt · will not be flush at the bottom until Zep Tool is fully turned to Position 3. NOTE: The Interlock includes built-in alignment marks along its top edge. See "Interlocks" on page 53 for more information. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 42 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Array Skirt, Continued Sb Rotate First Array Skirt Sections Onto Key Side of Cam Feet Array Skirt can be shifted to avoid conflicts between Interlocks and Cam Feet. Be sure to stay within module cantilever allowances as described in "Spacing Rules" on page 20. If a conflict between an Interlock and a Cam Foot cannot be avoided by repositioning the Array Skirt, see "Interlocks" on page 53 and "Hybrid Interlocks" on page 71 for additional solutions. against Cam Foot Rockit. Sc Install Remaining Sections of Array Skirt Install next Interlock. Simultaneously tighten Interlock to Position 3 (closed) while rotating next section of Array Skirt into place on the first-column Cam Feet. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 43 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Array Skirt, Continued 5d\ Slide Grips Onto Cam Feet To fully secure the Array Skirt, a Grip is fitted around the Rockit of every first-row Cam Foot. Grip Notch The Grip fits underneath the Array Skirt. Press upwards and pull towards you (i) to engage Notch must the Grip with the Array Skirt (ii). Slide the Grip snugly around the right side* of the threaded insert into Rockit stud (iii). Make sure the Grip notch also fits into the corresponding notch in the Rockit (iv). base as shown. *For previous Cam Foot version, Part No. 850-1284, use the Left side of the Rock it. Please see "Grip Installation" on page 46 for additional installation notes. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 44 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Array Skirt, Continued • CHECKPOINT: Array Skirt North-South drop-in Array Skirt Notes ' . Tongue side of Cam Foot Rock it faces inwards, towards field of array The first-row Array Skirt serves multiple functions: • As a templating tool, the Array Skirt is used to mark the outside edges of the array, verify or establish cantilevers, identify potential Interlock and Cam Foot conflicts, and ensure that the first row or column of modules is straight and Level. • As an aesthetic feature, the Array Skirt conceals module hardware for a more finished appearance. If desired, the Array Skirt can be removed after installation is complete -or, alterna- tively, the installer can add finishing touches including End Caps or Corner Caps. See "Array Skirt Options" on page 65 for more information. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 45 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Grip Installation Notch clips onto Array Skirt Indented notch fits over Cam Foot threaded stud Slide in from the right Use a screwdriver to push the Grip into position Part No. 850-1421 The Grip fits beneath the Array Skirt securing the Array Skirt to the first col- umn of Cam Feet. I ... \,Ill~ Slide the Grip into position around the Rock it and threaded stud of the Cam Foot. Be sure to hook the top notch into the corresponding notch on the Rockit as shown. Slide in from the left © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 46 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 6: Install First Row of Modules 6a Drop In First Module North-South drop-in Place first module on Tongue side of Cam Feet and Interlocks at a steep angle. Adjust module edge alignment using Interlock timing marks. (If Interlock is offset to avoid Cam Foot conflict, align module using Array Skirt.) Rotate module downward almost flat, while pushing module onto tongues of Cam Feet and Interlocks. Frame engages at 15 degrees. If needed, Lift module up slightly, and apply force towards Cam Feet to seat the module completely. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 47 ZS SPAN INSTALLATII[)N MANUAL FOR RAIL-BASED APPLICATIONS-U.S. First Module Row, Continued / .. , ( 6b \ Adjust First Module on Tongues . I ">, _____ ,,/ Array Skirt Roc kit Module Fully Seated (Optimal) Acceptable Visually check that first module is aligned and straight. Ideally, Rockit block of Cam Foot should be flush with module edge. Remove module andre-seat if needed. ~-----Interlock When module is fully seated, tongue side of Interlock Zep is concealed within the Zep Groove of the module frame. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 48 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. First Module Row, Continued 6c Drop In Remaining Modules In First Row Tolerance +/-1/4" Place the second module on Tongue side of first-column Cam Feet and Interlocks. ----.1 1+--- 112" Align module with Interlock tim- ing marks. Allow 1/2" gap between modules. 6d Ensure Gaps Between Modules Are Consistent on Both Sides Correct II II II '' 0 Insert Cam Feet at rear of remaining first- row modules. Gap between modules should be consistent at the upper and Lower edge of each module. If module gap is not even, detach Cam Foot base and and re-seat modules until row is straight. © 2013/EN ze·p Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 49 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. First Module Row, Continued Se Attach Interlocks to Rear Edge of Modules Align Interlocks with module corners using timing marks. The Interlock can slide to one side if needed, to avoid conflicting with a nearby Cam Foot. See "Interlocks" on page 53. Sf Manage Wires Rotate the Zep Tool from Position 1 to Posi- tion 3. Do not over-turn. Over-turning may prevent next row of modules from seating properly. See "Wire Management" on page 55. Connect DC Leads and clip wires to module frame using the AC/DC Cable Clip, the DC Wire Clip, or other Zep Solar-approved solution. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 50 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. First Module Row, Continued 6g Attach Cam Foot to Rear Edge of First Module North-South drop-in Key side Do not secure the Cam Foot base in the Spanner Bar yet. Manually insert the Key side of the Cam Foot into Flat face of Rockit should be flush Zep Groove while aligning Cam Foot base with with module frame. Spanner Bar channel. 6h Secure Cam Foot Base Tighten Cam Foot base 100 degrees using Flat Tool. --Open position 11:111 Ell Closed position Note positioning of correctly tightened Cam Foot base. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 51 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. First Module Row, Continued Adjust Cam Foot Height Not level Level Ensure that all modules in first column are Level. This will aid in Use the Zep Tool with #30 torx bit keeping the rest of the array true. to raise or Lower the Cam Feet as needed. • CHECKPOINT: First Module Row North-South clrop-in East-West drop-in down-roof If an Array Skirt is not desired on the finished array, the installer may choose to remove it at this point. See "Array Skirt Options" on page 65 for more information. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 52 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Interlocks How Interlocks Are Used The Interlock creates a simultaneous structural and electrical bond on both Key and Tongue sides. Array Skirt Interlock Modules I LJ 'Lt Gap OK Connect Array Skirt Connect PV modules Built-in tolerance for module size variations and adjustability Interlock Timing and Alignment Marks Interlock Zep Key side Used to align module edges Farthest allowable position to align with module edge when shifting Interlock 1/2" gap between 1 1 Interlock Positioning I I I I modules 1 1 Note: If the Key side of an Interlock Zep is visible, the Interlock is positioned too far to one side. I .. ~· Module gap must remain between these marks Timing mark for Zep Tool © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. ALL rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 53 ." ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Interlocks, Continued Closed and Open Positions Position 1 -Open Position 2- Thermal Expansion Joint Position 3 -Closed Incorrect Position - Over-Turned Tongue Side (Front) Position 3 Flat Point Position 2 Zep Tool Position I ,...[] [] ~!!I 1--....._ z 1 Wffi ----LLlJ NOTE: An over-turned Interlock Zep will interfere with the drop-in of the next row of modules. Flats should be facing up, not the points. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 54 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Wire Management Zep Groove clip Friction clip Part No. 850-1222 The AC/DC Cable Clip fits both DC and AC cable sizes. AC/DC Cable Clip AC/DC Cable Clip AC/DC Cable Clip Upper bend Loop Attach to Zep Groove Adjust Wire Tension Release Flange clip Perpendicular The DC Wire Clip fits wire diameters 5.2mm-7.6mm and attaches wires in two directions. DC Wire Clip DC Wire Clip DC Wire Clip Zep Groove clip © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 55 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Wire Management, Continued Example: Array Wiring Using 2 Clips Per Module Down-roof North-South drop-in Wires are shown stylized to make the diagram more readable. In practice, wires should not have slack between clipping points. NOTE: Two variants for row-to-row wire management are shown. Method A is to clip wires to the far edge of the module as shown on lower right, rather than clipping along the top side as shown in Method B. NOTE: Please contact Zep Solar Support for more information on wire management solutions and approaches. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www .zepsolar .com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 56 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 7: Complete the Array 7 a Install Remaining Modules Down-roof ... Install remaining modules, row by row. True and level the array as you go. Attach Interlocks and Cam Feet as before. Clip and secure wires for each row before moving on to the next row. Note: For large arrays, the installer must address thermal expansion. "Thermal Expansion" on page 27 describes when Thermal Expansion Joints are needed, and "Interlocks" on page 53 contains installation details. Note: Additional aesthetic options are available for a more finished appearance of the array. "Array Skirt Options" on page 65 describes the various configurations that are available, and "Installing Side Skirt and Corner Caps" on page 59 contains installation details. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F. File Generated July 3, 2013 Page 57 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Step 8: Ground the Array 7 a Insert a Ground Zep Into Module Insert a Ground Zep in the Zep Groove of any module around the array perimeter. Start with the set screw at 9 o'clock posi- tion (pointing left). Using either the Zep Tool or the Flat Tool (shown), lock the Ground Zep into place by turning 1/4 turn clockwise. After the Ground Zep is turned 90 degrees, the set screw should be pointing straight up. This locks the Ground Zep into the Zep Groove and creates a solid ground bond with the module frame. 7b Connect Ground Zep to Building Ground Insert solid copper ground wire into the ground wire retention slot and turn the set screw wtih a flat-bladed screwdriver until the ground wire is captured by the set screw. Torque the set screw as follows: • 14-10 AWG: 40 inc:h-lbs. • 8AWG: • 6 AWG: 45 inch-lbs. 50 inch-lbs. NOTE: If the array contains an unbroken row of non-bonding Hybrid Interlocks or Thermal Expansion Joints, an additional Ground Zep is required, one on either side of the break. See "Grounding/Earthing" on page 25 and "Thermal Expansion" on page 27 for more information. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 58 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Installing Side Skirt and Corner Caps Corner-Cap Notes: Use two T-Locks per Array Skirt section. If using a Universal Box Bracket or other PV electronic device that attaches directly to a module's Zep Groove, omit one section of perimeter Array Skirt or cut Array Skirt as needed. Installers have the option of attach- ing the Array Skirt and Corner Caps to the sides of a completed array for an enhanced visual appearance. See "Array Skirt Options" on page 65 for information on various configura- tions achievable with ZS Span. T-Lock Tail Installing the Side Skirt Using the T -Lock Engage one side of the T -Lock head with the Zep Groove (i). Then snap the Array Skirt onto the T -Lock from the other side (ii). Cross section Press down (iii) and then inwards (iv) on the tail of the T-Lock to fully secure the Array Skirt. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 59 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Installing Side Skirt and Corner Caps, continued Installing the Outside Corner Cap Place the Corner Cap so that the bottom fits snugly against the bottom of both Array Skirt corner sections. (iia: ' / No gap at bottom Fold the Corner Cap tabs down to wrap over the top of the Array Skirt. Tabs should bend tightly around the top of the Array Skirt. Use the Flat Tool to bend the tabs if needed. Hold Corner Cap against bottom edge of Array Skirt, and use Flat Tool to crimp the tab completely flush. Drill hole must be perpendicular to Array Skirt 1 7/64" or #34 Torque screw drill bit (0.111 to 12 inch-lbs 6-32 x3/8"' thread-cutting screw, 18-8 SS #6 external-tooth lock washer, 18-8 ss Drill through the pre-drilled hole into the Array Skirt. To ensure proper electrical bonding, secure using thread-cutting screw and tooth washer provided. Note: The same fastener specifications apply to the Inside Corner Cap, Outside Corner Cap, and End Cap. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 60 •• ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Installing Side Skirt and Corner Caps, continued Installing the Inside Corner Cap Installing Array Skirt End Caps The Inside Corner Cap installation is similar to that for the Outside Corner Cap. End Caps are used with bottom-only Array Skirt for a more finished appearance. See "Bottom Skirt Option" on page 67 for more information. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 61 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Universal Box Brackets and Other Accessories Zep Solar, Inc. offers accessories for installing third-party products: The Groove Adapter Bracket works with selected third-party microinverters to provide a earth bond path as well as a mechanical connection to the PV module frame. The Universal Box Bracket is for PV electronic devices such as rooftop isolators or com- biner boxes that are typically bottom mounted and attached on the perimeter of the array. Each of the above components includes installation details on the Component Level Instruction sheets that are shipped with the component. For some third-party Zep Compatible items, addi- tional manual supplements are available. Contact Zep Solar Support for more information. Groove Adapter Bracket (example) Roc kit Jam Universal Box Bracket (example) Note: Some accessories such as the Universal Box Bracket use the version of the Rockit shown below. When accessory is attached to the Zep Groove of a module frame on the perimeter of an array, a Jam is required to secure it in place. Tongue side Key side \ Jam part No. 850-1258 © 2013/EN Zep Solar. Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3. 2013 Page 62 6 Installation Supplement 6.1 Servicing an Array To access a module within the field of an array, follow the procedure below. 1. Start at the opposide end of the row with the module to be removed. North-South drop-in Start at opposite end from original drop-in start point 2. Disconnect wires from first module to be removed. 3. Remove the first Interlocks. ' up-roof Module to be replaced Remove the two Interlocks on either side of the module column to be removed using the Zep Tool, turning the Interlock Zeps from Position 3 to Position 1. 4. Detach Cam Foot base and remove Cam Foot from module frame. 5. Remove the first module. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 63 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 6. Remove mid-array Interlocks from next rclW of modules, using Flat Tool. Line up alignment mark on Flat Tool with mark on Interlock. Rotate Flat Tool from Position 3 to Position 1 to open both Interlock Zeps. Note that Flat Tool is reversed. Use the Flat Tool to rotate the Interlock out of the Zep Groove. Slide the Interlock out from between modules. Tap gently with the Flat Tool if needed. For easier Interlock removal, hold modules up to keep them from sagging. For a Hybrid Interlock, remove the exposed Rockit using #30 Torx Bit. Leave the rest of the Hybrid Interlock in place. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 64 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 7. Remove remaining mid-array modules. 8. Replace module needing service. 9. Re-connect wires. 10. Replace and secure mid-array Interlocks using Flat Tool. 11. Replace remaining modules in column. NOTE: It is important to maintain a complete bonding path to earth at all times while servicing modules. When removing an entire module column or row, or other- wise isolating modules, use additional Ground Zeps and jumpers during mainte- nance work. 6.2 Array Skirt Options The Array Skirt is an optional accessory. Its purpose is to aesthetically finish the array, conceal wires and hardware, and also to serve as an installation jig for the first column of modules. 6.2.1 Array Skirt Attachment Methods If the Array Skirt is used as a jig during initial installation, it is attached to the Key side of the first column of Cam Feet, and is further secured to the Cam Feet using Grips. The resulting gap is around 1/2" . NOTE: A previous version of the Array Skirt required an additional component called a Spacer when used with the Interlock-but only when used as an installation jig and then Left as a permanent part of the array. If a more finished appearance is desired, the installer can install the Array Skirt around the array perimeter using 2 T-Locks per Array Skirt section. When attaching Array Skirt using aT-Lock, a slightly Larger visual gap between the module frame and Array Skirt is produced, approximately 1.25". © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 65 /.-"'-," r 1 ! ',,__/' ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 6.2.2 Using Array Skirt as Jig During Installation After the first column of modules is fully secured, leveled, and aligned, the installer may choose to remove the Array Skirt subsequent to completing the installation. lil 2 3 lil' !! 1'1 ..... ~J © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 66 End Cap ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 6.2.3 Bottom Skirt Option If desired, the Array Skirt can be attached at the bottom of the completed array using T -Locks, and attach End Caps on either end of the Array Skirt to conceal the extrusion profile. Bottom Skirt Option 01 " ,@, "' " 2 T-Locks per section of Array Skirt IIi ., 6.2.4 Side Skirt and Corner Cap Options If the Array Skirt is attached all around the array perimeter on front, sides, and back, Corner Caps can provide additional finishing touch. Outside Corner Caps connect the Array Skirt at the outside corners of a array. Inside Corner Caps connect Array Skirt sections at the inside corners in arrays containing stair-stepped or omitted modules. See "Installing Side Skirt and Corner Caps" on page 59 for installation details. Outside Corner Cap Part No. 850-1386 © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 67 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Inside Corner Cap Part No. 850-1425 6.2.5 Pest and Debris Control In regions where nesting animals and birds are a concern, additional mesh can be attached either to the Array Skirt or directly to the Zep Groove of the module frames. Mesh can also be used as a screen to prevent rooftop debris from collecting underneath the array. Contact Zep Solar Support for more information. 6.3 Removing the First-Row Array Skirt Follow these steps to remove the Array Skirt subsequent to module installation. 1. Slide Grips off the first-row Cam Feet using a flat scre!wdriver. Slide out Slide in Apply screwdriver to one side of position notch for leverage. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 68 fl .. ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 2. Use the Flat Tool to open Interlock Zeps on Array Skirt from Position 3 to Position 1. 3. Remove Array Skirt sections by rotating them up and off the first-column Cam Feet. Array Skirt Interlock 4. The Interlocks are revealed with the Key side showing. Key side © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 69 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 5. After all sections of Array Skirt are removed, the Interlocks will be Loose for removal. (Hybrid Interlocks can remain, and do not need to bE! removed.) 6. Re-install and secure the Interlock with the Key side facing inwards. \ Tongue side © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 70 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. 6.4 Hybrid Interlocks A Cam Foot-Interlock conflict occurs when the Location The Hybrid Interlock has a dual function: attachment of a Cam Foot coincides with the Location of an to the Camp Mount and structural connection between Interlock. modules. Level using #30 Torx Bit in hole receiving Cam Foot base NOTE: 3 holes can receive Cam Foot threaded stud In the event that a module must be removed for servicing, the Rockit can be removed from Hybrid Interlock using #30 Torx Bit in set screw. The non-bonding Hybrid Interlock does not create a bonding path across modules. An array containing an unbroken row or column of Hybrid Interlocks requires a Ground Zep on both sides of the break. (A bonding version of the Hybrid Interlock is available in selected regions, and the bonding Hybrid Interlock does create a bonding path across modules.) © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 71 ZS SPAN INSTALLATION MANUAL IFOR RAIL-BASED APPLICATIONS-U.S. Hybrid Interlocks, Continued Connecting the Hybrid Interlock to the Cam Foot Base Spin the Roc kit to remove it from the threaded stud and the Cam Foot base. Installing the Hybrid Interlock Insert the Cam Foot stud into one of the holes on the Hybrid Interlock, and spin the Hybrid Interlock to attach it. Using the Zep Tool or Flat Tool to provide Leverage as needed, attach the Hybrid Interlock to the PV module frame or Array Skirt. Secure Cam Foot base to Big Foot using Flat Tool, turning 100 degrees. Keep the center of each Rockit minimum 2 inches from module corner. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 72 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Hybrid Interlocks, Continued Centering the Hybrid Interlock Left Center Right -----Cam Foot base When threading the Cam Foot base for a Hybrid Interlock, choose the hole that best centers the Hybrid Interlock between Array Skirt sections or modules. For Interlocks connect PV modules within the field of the array, only the center hole may be used. 6.5 Backwards Compatibility Zep Solar, Inc. is constantly working to improve and innovate its system designs. Many of the com- ponents shown in this manual are versions scheduled for 2013 release. In most cases, previous and current generations are fully compatible with one another. However, the installer should be aware of specific part versions in order to ensure compatibility in the field. This section contains important information regarding inter-operability among components. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 73 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Component Versioning This section shows which part designs have been recently updated. Part No. 850-1242 Cam Foot Interlock • • Part No. 850-1178 Part No. 850-1192 (Splice is included) Part No. 850-1143 (Bar Sleeve) Spanner Bar Assembly Part No. 850-1413 Part No. 850-1388 Three Spanner Bar lengths: 1x-Part No. 850-1398 3x-Part No. 850-1399 4x-Part No. 850-1400 F'art No. 850-1401 (Splice Kit now separate) © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 74 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Component Versioning, Continued Array Skirt Frofile No. 500-0104 * Profile No. 500-0113 * End Caps Part No. 850-1215 Part No. 850-1405 Grip Part No. 850-1258 *Please contact Zep Solar Support for a complete list of associated SKUS for each Array Skirt profile. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 75 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Interlock Versions and Alignment Marks Previous Version • • Part No. 850-1178 I I I I I The Interlock with 5 timing marks must be centered with l/2" gap between the PV modules using the three center marks. 1.5" a t N 850 88 1.5" -------+, Current Version I I I I I I I Total range The Interlock with 7 timing marks can be 1.5" off-center between the PV modules, up to marks as shown. Maintain the same l/2" gap between modules. 1/2" gap between ; ; modules 1 1 Part No. 850-1388 Current Version I I I I © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.corn Document #800-0329-001 Rev F File Generated July 3, 2013 Page 76 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Array Skirt Version Compatibility Current Version uses -or -with / Grip Part No. 850-1421 Cam Foot Cam Foot Part No. 850-1413 Part No. 850-1284 Array Skirt Profile No. 500-0113 * -or- Interlock Interlock Part No. 850-1388 Part No. 850-1178 uses with only Previous Version Cam Foot Jam / Part No. 850-1284 Part No. 850-1258 Array Skirt Frofile No. 500-0104 * uses either with -or- Interlock Part No. 850-1388 Spacer** Part No. 850-1402 *Please contact Zep Solar Support for a complete list of SKUS for each Array Skirt profile. **The Spacer is only needed with the previous version of the Array Skirt, and is applied between the Interlock and the Array Skirt when connecting Array Skirt sections together. Interlock Part No. 850-1178 with either Spacer** Part No. 850-1402 -or- Spacer** Part No. 850-1296 © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 77 ZS SPAN INSTALLATION MANUAL IFOR RAIL-BASED APPLICATIONS-U.S. Special Inset: Array Skirts and Caps Current Version fits End Caps Array Skirt Part No. 850-1405 Profile No. 500-0113 * Previous Version fits Array Skirt Frofile No. 500-0104 * End Caps Part No. 850-1215 Outside Corner Cap Part No. 850-1386 only *Please contact Zep Solar Support for a cornplete list of SKUS for each Array Skirt profile. Inside Corner Cap Part No. 850-1425 © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 78 7 Regulatory Information The following electrical, waterproofing, and safety information regarding Zep Solar hardware products is for use by building inspectors having jurisdiction as well as national listing agencies. Additional specifications may be provided for use by both regulatory agencies and field installers. NOTE: Structural testing and related requirements are contained within the Engineer- ing Certification Letters, available on the Zep Solar web site. 7.1 ULand ETL Listings Selected Zep Solar products have been tested for electrical bonding functionality, and have been approved by the following testing agencies: Underwriters Laboratories, Inc. (UL)-These listings appear as "Listed by UL to ... " fol- lowed by the UL standard. Intertek Testing Services (ETL)-These listings appear as "ETL listing conforms to ... " followed by the UL standard. Canadian Standards Association (CSA) -These items appear as "Certified to ULC ORO STD ... " or "Certified to CSA STD ... " © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 79 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Table 7.1 Zep Solar Product Listing and Torque Specifications Product Name Listing and Number* UL and ETL Listings Notification, Full Additional Specifications Text Versio1n Adjustable Mighty Hook, HOG Attaches to rafter to provide attachment point for 850-1396 Spanner Bar, using Spanner Clamp. Hot-dipped galvanized coating. Adjustable Mighty Hook, SS Attaches to rafter to provide attachment point for 850-1403 Spanner Bar, using Spanner Clamp. Stainless steel, recommended for coastal areas. Array Skirt UL Listings: Listed by UL to UL The Array Skirt contains the Zep Groove geome- Profile 500-0113 UL 2703 2703. try and can receive the same Zep Solar campo- nents as a Zep Compatible PV module frame. Sect'1ons of Array Skirt are joined together using Interlocks tightened in a precise quarter-turn connection using the Zep Tool. When installing onto a front-row Cam Foot. a Grip is required. Bar Sleeve UL Listings: Listed by UL to UL Slides onto far end of Spanner Bar 850-1192 to 850-1143 UL 2703 2703. provide additional space for Cam Foot installation. Cam Foot UL Listings: Listed by UL to UL Insertion of Cam Foot Rockit into Zep Groove is 850-1413 2703 2703. self-gwounding. Installing the Cam Foot base into the Big Foot uses the Flat Tool with a defined 100 degree turn. See the Installation chapter for details. Creates an electrical bond between mod- ules and with Spanner Bar. Cam Foot UL Listings: Listed by UL to UL Insertion of Cam Foot Rock it into Zep Groove is 850-1284 2703 2703. self-grounding. Installing the Cam Foot base into the Big Foot uses the Flat Tool with a defined 100 degree turn. See the Installation chapter for details. End Cap UL Listings: Listed by UL to UL End Cap mechanical and electrical bond is 850-1405 2703 2703. accomplished by inserting a screw and tooth washer into extruded holes in the Array Skirt pro- file, and torquing to 26 inch-lbs. Grip UL Listings: Listed by UL to UL Grip is of non-conducting material. Mechanical 850-1421 2703 2703. installation is accomplished by inserting the Grip onto a notch on the Array Skirt, and then sliding the Grip around the base of the Cam Foot to engag1e a locking notch on the Grip. *Part numbers beginning with 850 refer to top-level SKUs as shown on shipping labels and sales catalogs. Part numbers beginning with 301 or other numbers refer to common parts or profiles that may have many top-level SKUs. Items shown in this table by profile number also display this number on shipping labels, and for listed parts, the listings explicitly reference the profile number rather than the top-level SKU. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 80 tl .. ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Table 7.1 Zep Solar Product Listing and Torque Specifications Product Name Listing and Number* UL and ETL Listings Notification, Full Additional Specifications Text Version Ground Zep UL Listings: Listed by UL to UL 467 Installation of Ground Zep into Zep Groove 850-1172 UL 2703 and UL 2703. requires precise quarter-turn connections using UL 467 the Zep Tool or the Flat Tool. See Installation ETL listing conforms to chapter for further details. ETL Listings: UL STD 467. UL 467 US torque specifications and ground wire gauges: CSA STD C22.2 NO 41 Certified to CSA STD 14-10 AWG: 40 inch-lbs. C22.2 NO 41. 8AWG: 45 inch-lbs. 6AWG: 50 inch-lbs. Hybrid Interlock UL Listings: Listed by UL to UL Installation of bonding version of Hybrid Inter- 850-1281 2703 2703. lock Rockits into Zep Groove is self-grounding. See Installation chapter for details. Inside Corner Cap Inside Corner Cap is first mechanically installed, 850-1425 then electrically bonded. Once the Corner Cap is in position, a pilot hole is drilled into the Array Skirt. Then a thread-cutting screw and tooth washer are inserted and torqued to 1.4 N-m. See Installation chapter for details and fastener specifications. Interlock UL Listings: Listed by UL to UL Installation requires precise quarter-turn con- 850-1178 2703 2703. nections according to alignment marks provided, using the Zep Tool or Flat Tool. See the Installa- ETL Listings: ETL listing conforms to tion chapter for further details. UL 1703 UL STD 1703. ULC ORO STD C1703 Certified to ULC ORO STD C1703. Interlock UL Listings: Listed by UL to UL Installation requires precise quarter-turn con- 850-1388 2703 2703. nections according to alignment marks provided, using the Zep Tool or Flat Tool. See the Installa- tion chapter for further details. Outside Corner Cap UL Listings: Listed by UL to UL Outside Corner Cap is first mechanically installed, 850-1386 UL 2703 2703. then electrically bonded. Once the Corner Cap is in position, a pilot hole is drilled into the Array Skirt. Then a thread-cutting screw and tooth washer are inserted and torqued to 1.4 N-m. See Installation chapter for details and fastener specifications. Spanner Bar UL Listings: Listed by UL to UL Spanner Bar attaches to Adjustable Mighty Hook 850-1192 UL 2703 2703. or other roof attachment via the Spanner Clamp. Built-in splice allows multiple Spanner Bar lengths to be connected. Requires Bar Sleeve at end to secure the last Cam Foot in the column. Spliced sections are electrically bonded. *Part numbers beginning with 850 refer to top-level SKUs as shown on shipping labels and sales catalogs. Part numbers beginning with 301 or other numbers refer to common parts or profiles that may have many top-level SKUs. Items shown in this table by profile number also display this number on shipping labels, and for listed parts, the listings explicitly reference the profile number rather than the top-level SKU. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 81 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. Table 7.1 Zep Solar Product Listing and Torque Specifications Product Name Listing and Number* ULand ETL Listings Notification, Full Additional Specifications Text Version Spanner Bar Spanner Bar attaches to Adjustable Mighty Hook 850-1398 -1x or other roof attachment via the Spanner Clamp. 850-1399-3x Multiple lengths can be connected using the 850-1400-4x Splice Kit. Spliced sections are electrically bonded. Spanner Clamp UL Listings: Listed by UL to UL Spanner Clamp attaches Spanner Bar to roof 850-1194 UL 2703 2703. attachment using carriage bolt and washer pro- vided. Recommended torque value is 31 ft-lbs. Splice Kit Used to splice multiple lengths of Spanner Bar 850-1401 together. Built-in tab indicates when splice is fully completed. T-Lock UL Listings: Listed by UL to UL T-Lock flanges are inserted into Zep Groove in the 850-1409 2703 2703. module frame and the Array Skirt to secure the Array Skirt to the perimeter of the array. *Part numbers beginning with 850 refer to top-level SKUs as shown on shipping labels and sales catalogs. Part numbers beginning with 301 or other numbers refer to common parts or profiles that may have many top-level SKUs. Items shown in this table by profile number also display this number on shipping labels, and for listed parts, the listings explicitly reference the profile number rather than the top-level SKU. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 82 ZS SPAN INSTALLATION MANUAL FOR RAIL-BASED APPLICATIONS-U.S. © 2013/EN Zep Solar, Inc. reserves the right to make specifications changes without any prior notice. All rights reserved. www.zepsolar.com Document #800-0329-001 Rev F File Generated July 3, 2013 Page 83 Zep Solar, Inc. 161 Mitchell Blvd., Suite 104 San Rafael, CA 94903 www.zepsolar~com p (415) 479=6900 F(415)479-6901 t_J TM ZepSolar •zs Beam™ PV Mounting System for Solar Support Structures Installation Instructions Document #800-1591-001 Rev C Date Last exported: October 29, 2014 3:23 PM r~a~, ~" ZepSolar Notices This manual contains safety, installation, configuration and troubleshooting instructions for Zep Solar products. Zep Solar recommends that you save this manual in a readily accessible Location, should any questions arise. Copyright and Trademark Information The following terms are registered trademarks of Zep Solar: ZEP ®, ZEP COMPATIBLE®, ZEP SOLAR®, ZEPULATOR ®,and ZEP GROOVE®. The following graphical Logos are registered trademarks of Zep Solar: the ZEPSOLAR Logo (the Zep Solar full company Logo), the Zep Logo (the Zep Solar icon Logo), the Zep Compatible Logo, and the ZEPULATOR Logo. The following terms are trademarks of Zep Solar: ZS Spanr", ZS Compr", ZS Waver", ZS Aeror", ZS Seamr", ZS Trapr", ZS Tiler", ZS SlaterM, and ZS Beamr"." Warranty Notice Warranty void if hardware not certified by Zep Solar is attached to the Zep Groove of a Zep Compatible module frame. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 2 of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Contents Introduction . . . . . . . . . . . . . . . . . . . . . . ............................. 4 Core Components ............................................... 4 Exploded Component Diagram . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Recommended Tools and Accessories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 General System Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 The Zep Compatible TM Platform . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Module Configurations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Beam Clamp Special Feature: Timing Marks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Installation Steps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Step 1. Step 2. Step 3. Step 4. Step 5. Step 6. Step 7. Layout .......... . Install Beam Clamp 1 . Install Module 1 ............... . ........ 8 8 . .. 11 Install First Row of Modules ................................ 14 InstaLL Remaining Rows of Modules Post-Installation Quality Assurance & Torquing Ground the Array . ................ 15 . ........ ' ... 18 . ' .. ' .19 Grounding and Inter-Array Bonding ............ . . . . . . ' . . . . . . ' . . . . . 20 Servicing ....................................................... 21 General Safety Precautions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 3of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM Solar Support Structures ZepSolar Introduction This document describes basic installation procedures for ZS Beam, Zep Solar's PV mounting system for commercial solar support structures. The ZS Beam mounting solution uses a Beam Clamp, which attaches directly to a purlin or framing member. Designed for ease and speed of installation, ZS Beam works with all Zep Compatible PV modules. Core Components The following pictured components have been Listed by UL in accordance to UL 2703 for bonding and mechanical Loading for a design Load of 50 psf when used in combination with modules as Listed on Zep Solar UL File E346702, which can be found on the UL Online Certification Directory. Exploded Component Diagram ,~, Beam Clamp Cf"'~ Part No. 850-148~ ._.. 0 Center R1dge -· Tolenmce Slot I . . . . -"~•-\JL ') \[1\ i''JI ~---------"·~ M-~~ ~~::.::jt~;~: 1 Flange Nut --/ ' . Torque 12 ft-lbs Set Screw ·' · [16 N-ms] Lock Nut 13mm socket Torque 22 ft-lbs [30 N-ms] 19mm socket SetScrew ------------------ Torque 22 ft-lbs [30 N-ms] 13mm socket Grounding Cup © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. Document #800~1591~001 Rev C www.zepsolar.com Module Lock Key-side Grounding Ridge Positioning Slot PAGE: 4of22 Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Recommended Tools and Accessories Right Angle Impact Drilll/4" lBV 19mm 3/8" Drive Deep Hex Socket String Line Spacer Jig 48" Impact Drilll/4" 18V (for purlins 10" and higher) 13mm 3/8" Drive Shallow Hex Socket 2"x4" .................... Jll/2" ~1/2" 3/8" Click Torque Wrench Flathead Screwdriver C-Clamps Scissor Lifts (All-Terrain) © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 5of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October29, 2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE: PV MOUNTING INSTALLATION General System lnform1atio1n The Zep Compatible rM Platform Zep Solar mounting solutions are based on the Zep Groove, a patented module frame profile designed to mate easily and precisely with Zep Solar components. Zep Groove cross section Module Lock In ZS Beam, the Key side of the Module Lock hooks on to the bottom portion of the Zep Groove, tightly securing the module in place. Module Configurations ZS Beam uses an N+l configuration that uses one purlin in addition to the number of modules in a column. ZS Beam shall never be installed in a single row array. i! .: N+l Configuration in a 4-Module Structure Modules Per Column e Modules Per Column ~ Purlin T·ypes and Measurements CeePurlin ] Purlin Orientation: L ZeePurlin ~ Purlin Flange Width 21/2"-4" The leading-edge purliin should face upward, while the remaining purlins should face downward. This ensures easier installation for the first row of Beam Clamps and Modules, as well as subsequent rows. ... ..., w ., ..., lj • Ti ) E-1 -= .-.- © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. ALL rights reserved. PAGE: 6of22 Document #800-1591-001 Rev C www.zepsolar.com Date Last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Module Configurations, Continued The construction of the solar support structure will determine how many modules can fit in each column. Upper Edge J-Beam tr==~--IT------- Purlin Module -------Column 4-Module Structure 7-Module Structure Beam Clamp Special Feature: Timing Marks I Go Zone Modules must lie within the Go Zone to ensure structural integrity. 4-Module Structure, Sideview 7-Module Structure, Sideview Front-Back Timing Mark Modules and Clamps should be aligned with the Front-Back Timing Marks to enable full use of tolerance slots. Module Lock Timing Mark ;==: ~,..._......,. i:~noc 4!;;r~) ~' ~ II ~ Modules must lie within the Module Lock Timing Mark to ensure structural integrity. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 7 of 22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Installation Steps Step 1. Layout Set an independent string Line along the Lower edge Leading purlin (Purlin A) at the predetermined module cantilever. The first row of modules will align to the string line. Upper Edge Purlin E Purlin D Purlin C Purlin B Ci Lower Edge Purlin A Ci 8 ~ II --------·-----· L_ ________________________ __j L_ _______________________ _ Secure string Line with 2x4 planks and clamps Predetermined Cantilever* Stringline & 2x4 plywood *The Predetermined Cantilever shall not exceed 19 inches as measured from the edge of the module to the purlin web. Both module locks shall be engaged on the frame .. _, •. ,_ "'~ ,_, :e: Secure the string line to the structure at the predetermined cantilever in as many points as needed to establ.ish a proper leading edge. A well-defined string line is essential to installation success. Step 2. Install Beam Clamp 1 Determine Location of Beam Clamp 1 on Purlin A (Lower Edge purlin). PurlinA-- A :f''D _, __ J f"""'. v L Distance from Purlin Edge v Set a defined distance from the edge of Purlin A as the desired Location of Beam Clamp 1. 'This distance will define the placements of the following Beam Clamps. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 8of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29, 2014 3:23PM II,.. zs BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION -:9:-Ideal Crew Size and Installation Process Although installation teams may vary in size, each installation crew (per scissor lift) should include a minimum of: 2 Installers 1 Impact Drill, Right Angle Recommended 11/2" Spacer Jig Deep and Shallow Hex Sockets (3/8" drive) Beam Clamps Modules Load the Modules with the boxes facing inward to protect the Modules and ensure installation ease. Fit as many Modules as safely possible onto scissor lifts to ensure installation efficiency. DO NOT overload the lift past its weight capacity. -'ft-Coordinating tasks within each installation crew will ensure installation 'I!!" efficiency and safety. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 9of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October29, 2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Install Beam Clamp 1, Continued 1 3 Hinge the Beam Clamp around the purlin return. ... Lower Edge Upper Edge Pull back the Beam Clamp until the Lip rests squarely on the purlin web. -Jf-Square Beam / ',.,' Clamp Lip with purlin web. 2 4 Slide the Beam Clamp over the purlin flange. .... - Impact the Set Screw to fully secure the Beam Clamp' in place. DO NOT secure the Set Screw Lock Nut until the final step of the installation. _, •. ,_ .... '==' The Set Screw and Module Lock Flange Nut both fit a 13mm socket wrench. Torque values for individual components are specified on Page 4. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 10of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Step 3. Install Module 1 1 Secure Beam Clamp 2 on Purlin B at the predetermined distance from the edge. PurlinB- Alignment of Beam ------- Clamps PurlinA- String Line ------~------- Beam Clamps 1 and 2 should Line up to be perpendicular to the string line. If purlins are not properly aligned, use the predetermined distance as an estimate of the placement of Beam Clamp 2. Adjust Beam Clamp 2 as needed, then fully secure. 2 Place the first module onto the surfaces of Beam Clamps 1 and 2. Temporarily support the opposite end of the module. Align the module to the string line. -:e:-Visually align the module to the ,. front-back timing marks to enable full use of tolerance slots. Use a temporary support (i.e. 2 x4) that spans the Length of Purlins A and B to uphold Modules during installation. Visually align the module to the string line. -'·· ,_ "" ,~, The Beam Clamp features 3 types of timing marks to aid installation: the Go Zone, the Front-Back Timing Marks, and the Module Lock Timing Locks. Refer to Page 7 for a more detailed description. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 11 of 22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION 3 Once the module is properly aligned, turn the Module Locks of Clamp 1 and 2, Key side into the Zep Groove. Finger-tighten the Module Lock Flange Nuts. _, •. ,_ "'"' '===' The edge of Modules should always fall within the Go Zone indicated by the timing marks. On Beam Clamp 1, both Module Locks will be turned. On Beam Clamp 2, only the lower Module Lock will be turned. 4 Check module alignment, then fully secure the Module Lock Flange Nuts. Finger-tighten the Module Lock Flange Nuts to temporarilysecure the module during alignment. _, •. ,_ "'"" ':-' The first module defines the proper orientation ("straightness") of the array. Aligning the first module precisely along the string line is essential to installation success. --~l.o--.-........ ....1~---Visually align the modlule to the string line. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. Document #800-1591-001 Rev C www.zepsolar.com Fully secure the Module Lock Flange Nut. PAGE: 12 of 22 Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Install Module 1, Continued 5 Install Beam Clamps 3 and 4 underneath the unsupported side of the Module. Slide the Beam Clamps directly under the module to provide support. Visually align the Beam Clamps against the module using the front-back timing marks. Fully secure the Beam Clamps. 6 Turn the Module Locks of Beam Clamps 3 and 4, key side in. Finger-tighten the Module Lock Flange Nuts while ensuring module alignment. On Beam Clamp 3, both Module Locks will be turned. On Beam Clamp 4, only the lower Module Lock will be turned. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 13 of 22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Step 4. Install First Row of Modules 1 Lift Module 2 and slide it onto the Tongue sides of the Module Locks of Beam Clamps 3 and 4. Temporarily support the opposite end of the module. Check module alignment, and then fully secure the Module Lock Flange Nuts. Visually align the module to the front-back timing marks and the string line. 2 Install Beam Clamps 5 and 6 underneath the unsupported side of the Module. Visually align the Beam Clamps against the module using the front-back timing marks. --.l..ll-----~CW 3 Align the second module flush along the string line. Once the module is properly lined up, turn and finger- tighten the Module Lock Flange Nuts in Clamps 5 and 6. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 14of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Install First Row of Modules, Continued 4 Lift the next module onto the structure. Repeat 1 -~ 3 until the first row of modules is completely installed. At the end of the row, fully secure the last set of Module Locks. _, •. ,_ '"" ,_, As with the first module, aligning the first row of modules precisely along the string line is essential to installation success. ::;:: Fully secure the last set of Module Locks. Step 5. Install Remaining Rows of Modules 1 Install Beam Clamp 7 on Purlin C directly above Module 1 at the predetermined distance from the edge. PurlinG--'tJ.-Place the spacer jig '.,' on the upper edge of Module 1 for the installation of Module 3. ~ ---------" ~ cw 2 Lift Module 3 onto Beam Clamps 2, 4, and 7. Align the outer edge of Module 3 to that of Module 1, and press Module 3 flush against the spacer jig to establish the proper 1/2" spacing. Align the outer edge of Module 3 to the edge of Module 1. so·~·· © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. Document #800-1591-001 Rev C www.zepsolar.com Use the 1/2" spacer jig to establish the proper horizontal gap. The module locks will establish the proper 1/2" vertical gap. PAGE: 15 of 22 Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Install Remaining Rows of Modules, Continued 3 Turn and fully secure the Module Locks of Beam Clamps 2 and 7 while ensuring module alignment. 4 5 On Beam Clamp 2, the upper Module Lock will be turned. On Beam Clamp 7, the lower Module Lock will be turned. Install Beam Clamp 8 at the unsupported corner of the module. Turn the Module Locks and finger-tighten the Module Lock Flange Nuts of Beam Clamps 4 and 8. Sl.ide the spac~er jig above Module 2 for the installation of Module 4. Lift Module 4 onto the tongue sides of Beam Clamps 4 and 8. Press Module 4 flush against the spacer jig to establish the proper l/2" spacing with Module 2. Fully secure the Module Lock Flange Nuts of Beam Clamps 4 and 8 while ensuring module alignment. There should be a l/2" spacing between modules, both vertical and horizontal. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 16of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Install Remaining Rows of Modules, Continued 6 7 Install Beam Clamp 9 at the unsupported corner of the module. Turn the Module Locks and finger-tighten the Module Lock Flange Nuts of Beam Clamps 6 and 9. Slide the spacer jig for the installation of the next module. Lift next module onto structure. Repeat 5 -s until the row is complete. At the end of the row, fully secure the Last set of Module Lock Flange Nuts before proceeding to the next row. -.,J"I'---.---v''----r---,AI\..,- f--l---+---+--ft.J v A 8 At the end of installation, fully secure the Set Screw Lock Nut of each Beam Clamp. 19mm Socket The Set Screw Lock Nut fits into a 19mm socket, which can fit completely over the 13mm Set Screw socket without interference. Fully secure each of the Set Screw Lock Nuts. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 17of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Step 6. Post-Installation Quality Assurance & Torquing Send a scissor lift with three installers and three click torque wrenches to complete post-installation quality checks. Ensure that the following standards are met: 1. Leading edge Modules should align with String Line. 2. ALL edges of the array should line up neatly. 3. Modules should lie with appx. 1/2" spacings along rows and columns. ! 'i ~ I ! I v I '----1/2" 4. The Beam Clamp Lip should lie flush against the purlin web. 5. Modules should fully engage with Module Locks on the key side, and lie within the Module Lock timing mark on the Tongue side. 6. Module edges should lie within the Go Zone. Key side fully engaged '--.!.l...--'---"-'----' Module Lock Timing Marl< Installers should simultaneously torque all fasteners to their proper torque values: Set Screw ------- Torque 22 ft-lbs [30 N-ms] 13mm socket SetScrew ---LockNut Torque 22 tt-lbs [30 N-ms] 19mm socket Module Lock Flange Nut Torque 12 ft-lbs [16 N-ms] 13mm socket }Go Zone -'·· ,_ "'"' ,_, :e: To promote installation efficiency, QuaUty Assurance and Torquing may begin after sufficient progress has been made (i.e. completion of the first row of Modules). © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 18of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported·. October 29, 2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Step 7. Ground the Array SetScrew Ground Wire Retention Slot Ground Zep Installation: Insert into Zep Groove with ground wire retention slot facing towards you, and set screw pointing Left towards 9 o'clock. Use the Zep Tool (or Flat Tool) to turn the Ground Zep 90 degrees clockwise so that the set screw is pointing straight up. Insert solid copper ground wire into ground wire retention slot. To fully secure the ground wire, torque the set screw as follows: 14-10 AWG: 40 inch-lbs 8AWG: 6AWG: 45 inch-lbs 50 inch-lbs © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. Document #800-1591-001 Rev C www.zepsolar.com PAGE: 19 of 22 Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Grounding and Inter-Array Bonding Auto Bonding. The Grounding Cup of the Set Screws, as well as the Grounding Ridges on the Tongue and Key sides of the Module Locks, establish a structural and electrical bonding connection between modules and other Zep Solar components. Turning the Key side of a Module Lock into the Zep Groove, as well as sliding the next row of modules onto the Tongue side, establishes an equipotential bond by cutting through the surface coating on the Zep Groove. I Jf:~=~: \ ~ Key-side Tongue-side AY Grounding Grounding ~ Ridge Ridge ~ Grounding Cup SetScrew Module Lock Bond Paths. For ZS Beam, each row is a self-contained matrix. Beam Clamps bond to modules with both Key and Tongue sides of the Module Lock. Beam Clamps bond to Purlins when the Set Screw (with Ground in!~ Cup) is fully secured to the specified torque value. The Ground Zep bonds to the Zep Groove, and serves as a single grounding point for each row. Each array of PV modules must be grounded with a solid copper wire that is connected between the Ground Zep and a suitable earth ground. Equipment Grounding Conductor (EGC)--~~ v f Ground Zep -~~ Beam-- Clamps (Bonded) ~-1' ·~ 4 ~ ~ 4 ~ 4 A v v f ~ f ~ ~· 4 ~ 4 f ~ f ~ ~ 4 ~ 4 v v v v f ~ f ~ f ~ f ~ ~ 4 ~ 4 ~ 4 ~ 4 f ~ f ~ f ~ f ~ ~ 4 ~ 4 ~ 4 ~ 4 PV Module © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 20 of 22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM I <) ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Servicing For Module Removal and Servicing, access modules from below the structure. 1 3 Loosen the Module Lock Flange Nuts of the Module Locks supporting the corners of the module. Disconnect the PV leads and lift the module off. 2 Use a flathead screwdriver to push up and rotate / the Module Locks, lining the positioning slot parallel to the module edge. 4 Replace a new module onto the Beam Clamps while ensuring proper alignment. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 21 of22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ZS BEAM: SOLAR SUPPORT STRUCTURE PV MOUNTING INSTALLATION Servicing, Continued 5 Lock the Module Locks with a flathead screwdriver, lining the positioning slot perpendicular to the module edge. 6 Fully secure the Module Lock Flange Nuts to the specified torque value. General Safety Precautions Follow all instructions in this manual and the PV module installation ma~nual. The installer is ultimately responsible for ensuring that all installations are performed in compliance with applicable codes and standards, as well as industry best practices. This system is not fire rated. Electrical Specifications These instructions describe the correct installation of the Ground Zep and other listed components into a PV module that has a Zep Compatible frame. Product listing information is shown for each component in the Components chapter and in the Requirements chapter. For the most up-to-date listing information, please refer to the product datasheets on the Zep Solar web site. Zep Solar components are only suitable for PV modules with a series fuse rating of 20 Amps or less. Each array of PV modules must be grounded with a solid copper wire that is connected between the Ground Zep and a suitable earth ground. © 2014/EN Zep Solar. Zep Solar reserves the right to make specifications changes without any prior notice. All rights reserved. PAGE: 22 of 22 Document #800-1591-001 Rev C www.zepsolar.com Date last exported: October 29,2014 3:23PM ~:~~Solc~rCity I fJ ZepSolar ZS Span for concrete tile roofs I® LISTED zepsolar.com Description PV mounting solution for concrete tile roofs Works with all Zep Compatible Modules Next-Level PV Mounting Technology Auto bonding UL-Iisted hardware creates structural and electrical bond Zep System has a UL 1703 Class "A" Fire Rating when installed using modules from any manufacturer certified as ''Type 1" or "Type 2" Specifications Designed for pitch roofs Installs in portrait and landscape orientations Zep System supports module wind uplift and snow load pressures to 50 psf per UL 1703 Wind tunnel report to ASCE 7-05 and 7-10 standards Zep System grounding products are UL listed to UL 2703 and ETL listed to UL 467 Zep System bonding products are UL listed to UL 2703 Engineered for spans up to 72" and cantilevers up to 24" Zep wire management products listed to UL 1565 for wire positioning devices Attachment method UL listed to UL 2582 for Wind Driven Rain This document does not create any express warranty by Zep Solar or about its products or services. Zep Solar's sole warranty is contained in the written product warranty for each product. The end-user documentation shipped with Zep Solar's products constitutes the sole specifications referred to in the product warranty. The customer is solely n~sponsible for verifying the suitability of ZepSolar's products for each use. Specifications are subject to change without notice. Patents and Apps: zspats.com. Document# 800-1730-001 Rev A Date last exported: April20, 2015 2:14PM ,.,, I ~~:~solarCity Components zepsolar.com , ZepSolar 1x 3x 4x Spanner Bar Part Nos. 850-1400-4x 580-1399 -3x 850-1398 -1x Splice Kit Part No. 850-1401 Listed to UL 2703 Mighty Hook V2, HOG Part No. 850-1461 Listed to UL 2703 Ground Zep Part No. 850-1172 ETL listed to UL 467 Interlock Part No. 850-1388 Listed to UL 2703 Next-Level PV Mounting Technology c Spanner Clamp Part No. 850-1194 Listed to UL 2703 ~ ~ Cam Foot Part No. 850-1413 Listed to UL 2703 Array Skirt, Grip, End Caps Part Nos. 850-0113, 850-1421, 850-1460' 850-1467 DC Wire Clip Part No. 850-1448 Listed to UL 1565 Listed to UL 1565 This document does not create any express warranty by Zep Solar or about its products or services. Zep Solar's sole warranty is contained in the written product warranty for each product. The end-user documentation shipped with Zep Solar's products constitutes the sole specifications referred to in the product warranty. The customer is solely responsible for verifying the suitability of ZepSolar's products for each use. Specifications are subject to change without notice. Patents and Apps: zspats.com. Document# 800-1730-001 Rev A Date last exported: April 20, 2015 2:14PM 30 • Single meter position • Designed to receive watthour meters that meet ANSI C12.10 • Overhead/underground feed • Surface mount • Top or bottom load exit • Type 3R construction • Safety socket with factory installed test/bypass facilities1 • Snap type sealing ring included • 5th jaw provision at nine o'clock-114TB only • Provisions for 2 AW base caps or hub kits on top • Padlock provision • Ring style • UL 414 listed, complies with ANSI C12.7 • ANSI 61 gray acrylic electrocoat finish • Fifth jaw kit-catalog #50371 • Center and offset pole mounting brackets • Bussed gutters, see page 68 • AW hubs • Screw type sealing ring -catalog #250 16D • Steel or clear lexan covers for socket opening , = 60-in. lbs torque recommended for circuit-closing nut t = Meter sockets on this page have certain short circuit current ratings when used in cof}junction with the tables on page 72 NotE!: For 208/120V, 1fJ 3W systems, order 4-jaw unit and a 5th jaw kit ""''*"'·~ = '1i ~ CIRCLE AW """' ~" a B-Line Company Data subject to change without notice. Consult local utility for area acceptance. All dimensions in inches. J: @ '---- AC Fig. 1 j B BJ ----------·-- @ --, @ ' ... ' I \ I I I I \ I ' ' ' --... @ @ @ I ------------@ 0 C0 2 ~4--i--4-- @ AC = l/2" -W' AZ = 2" -llf2'' -I W'-I" BE = 2 V2" -2" - I lf2'' - I W' HA =AWHUB Data subject to change without notice. Consult local utility for area acceptance. All dimensions in inches. 31 APPLICATION • Single meter position • Designed to receive watthour meters that meet ANSI C 12.10 • Overhead/underground feed • Surface mount CONSTRUCTION • Type 3R construction • Safety socket with factory installed test/bypass facilities1 • Snap type sealing ring included • 5th jaw provision at nine o'clock-124TB only • Provisions for 2 AW base caps or hub kits on top • Padlock provision • Ring style STANDARDS • UL 414 listed, complies with ANSI C12.7 FINISH • ANSI 61 gray acrylic electrocoat finish AccEssoRIES • Fifth jaw kit-catalog #50371 • Center and offset pole mounting brackets 4TB ' • Bussed gutters, see page 7 5 • AW hubs • Screw type sealing ring -catalog #250 16D • Steel or clear lexan covers for socket opening erhead or Underground-Surface Mount 1 = 60-in. lbs torque recommended for circuit-closing nut t = Meter sockets on this page have certain short circuit current ratings when used in conformance with the tables on page 68 Note: For 208/120V, 1fJ 3W systems, order 4jaw unit and a 5th jaw kit For Safety Socket Bypass instructions see page 74. 50 --. COOPER B-Lme Data subject to change without notice. Consult local utility for area acceptance. All dimensions in inches. 1--D~~~· -w~ .--:----+-~------sL @ @ \ ' / .... __ .... I :Q (ID1V Fig. 2 AC I Knockouts -Conduit Sizes AC= 1/z" -W' BE= 2 lfz'' -2" - 1 Ifz" -1 W' BJ = 3" - 2 Ifz" -2" HA =AWHUB -" Data subject to change without notice. Consult local utility for area acceptance. All dimensions in inches. COOPER 8-Line 51 y/4" 5.1 ern) 'O:dt (21.6 crnl J-7 (16" .1 c~l • .,ertes cO Surface CanoPY ~ \. -( "' Catalog Number Notes lumen Output '"~ '"-~ "'"""·-,,.., ""'-" '" -"·~ .. '"" "' ·-~'-'--·~ .... , ... ~.,-.. .,.,~~.~'::"i::';'•h.-""•"" ···-.......... , l I \ Lumen Output Lumen values are from photomE!tric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown, within the tolerances allowed by Ughf1ng Facts. Actual wattage may d"1ffer by+/-8"/o when operating between 120-480V +/-10%. 700mA 10000--K 26W 10( (lOLEDs) 1000mA 10C1000--K 37W 3SO mA 20C3SO --K SlOmA 20CSlO--K 20( (lOLEDs) 700mA 20C700--K 46W 1000mA 21JC 1000 --K 74W 3SOmA lOC lSO --K SlOmA lOC SlO --K lOC (30LEDs) 700mA 30C 700--K 1000mA lllC 1000--K Lumen Ambient Temperature (LAT) Multipliers Use these factors to determine relative lumen output for average ambient temperatures from 0-40°( (32-122°F). ~ 0°( 32°F 1.02 10°( 50°F 1.01 20°( 68°F 1.00 25°( 77of 1.00 30°( 86°F 1.00 40°( 104°F 0.98 Electrical Load 0.15 0.13 0.11 0.21 0,1§ 0 ... 16 0.13 0.12 0.10 0.19 0.17 0.14 0.15 0.11 0.17 Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted in a 25°( ambient, based on 10,000 hours of LED testing (tested per IESNA LM-80-08 and projected per IESNA TM-21-11). To calculate LLF, use the lumen maintenance factor that corresponds to the desired number of operating hours below. For other lumen maintenance values, contact factory. 25,000 50,000 100,000 DSXSC LED 1 OC 1000 1.0 0.97 0.94 0.90 DSX5C LED 30( 1000 1.0 0.93 0.89 0.80 DSXSC LED 30C 700 1.0 0.98 0.97 0.95 One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • Fax: 770.918.1209 • www.lithonia.com © 2012-2013 Acuity Brands Lighting, Inc. All rights reserved. -DSXSC Rev. 08/13/13 D-Series Catalog Number LED Surface Canopy D lSI G N ll G H l S '=iiii, CONSORTIUM Introduction Specifications Length: 17-3/4" (45.1 em) ~~!diii~~~~i:&:~i~ --1 The D-Series LED Surface Canopy luminaire is ideal for covered walkways or drive-thrus, semi- covered outdoor aisles, and walk-in coolers and freezers. Its five optical choices provide the design flexibility to potentially reduce lumina ire counts while still meeting IES criteria, lowering overall energy consumption. Width: 8-1/2" (21.6cm) L Height: 3-7/16" (8.7 em) Weight 161bs (max): (7.3 kg) DSXSC LED Motion Sensing The motion/ambient sensor option (PIR360SS) has 360° of passive infrared sensing and adjustable bi- level dimming to save energy when there are no occupants. SIDE VIEW Oft Om 10 3 TOP VIEW 9.4 4.8 2.3 0 m 2.3 4.8 31 23 15.5 Oft 15.5 23 ASY 9.4 31 4.8 15.5 Om Oft 4.8 15.5 9.4 31 Its expected service life of over 100,000 hours (20 years of nighttime operation) combined with the available motion/ambient sensor offers an extremely low maintenance solution that yields quick payback. EXAMPLE: DSXSC LED 20C 700 40K TSM MVOLT SRM DWHXD 120 3 Surface 0-lOV dimming driver (no DNAXD Natural 2083 mount controls) 1 aluminum 2403 HS House-side shield (housing DDBXD Dark visor) 4 bronze 277 3 SF Single fuse (120, 277, 347V) 5 rectangular 347 1 DF Double fuse (208, 240, 480V) 5 Asymmetric 4801 PIR360SS Motion/ambient light sensor' SPD Separate surge protection7 Shipped separately BDS Bird shroud 4 Mounting Options Surface Mounting Accessories Ordered and shipped "separately. DSXSCHS U House-side shield (1 per light engine) DSXSCBDSSJ DWHXD U Bird shroud for SRM on surface J-box only, white (specify finish) NOTES Available with 700mA option only. Not available with 347 or 480\1. 3 MVOLT driver operates on any line voltage from 120-277V (50/60Hz). Specify 120,208,240 or 277 options only when ordering with fusing (SF, OF options). 4 Also available as a separate accessory; see Accessories information at left. 5 Single fuse (SF) requires 120, 277 or 347 voltage option. Double fuse (OF) requires 208, 240 or 480 voltage option. 6 Specifies the SensorSwitch SBOR-1 0-00P control; see Motion Sensor Guide for details. Dimming driver standard. 7 See the electrical' section on page 3 for more details. L'THDN'A L'GHT.ING One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • Fax: 770.918.1209 • www.lithonia.com © 2012-2013 Acuity Brand~ Lighting, Inc. All rights reserved. - To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting's D-Series Parking Garage home page. lsofootcandle plots for the D9XSC LED 30C 700 40K. Distances are in units of mounting height (8'). LEGEND 0.1 fc • O.Sfc 1.0fc • S.Ofc • 10.0fc • 20.0fc -4 FEATURES & SPECIFICATIONS INTENDED USE TSW TSM The energy savings, long life, and easy-to-install design of the D-Series LED Surface Canopy luminaire make it the smart choice for canopy lighting in commercial, industrial and institutional applications with mounting heights of 8-15'. CONSTRUCTION Two-piece die-cast aluminum housing has integral heat sink fins to optimize thermal management through conductive and convective cooling. Modular design allows for ease of maintenance and future light engine upgrades. The LED drivers are mounted in direct contact with the casting to promote low operating temperature and long life. Housing is completely sealed against moisture and environmental contaminants (IP66) and is suitable for hose-down. FINISH Exterior parts are protected by a zinc-infused Super Durable TGIC thermoset powder coat finish that provides superior res'1stance to corrosion and weathering. A tightly controlled multi-stage process ensures a minimum 3 mils thickness for a finish that can withstand extreme climate changes without cracking or peeling. OPTICS Precision-molded proprietary acrylic lenses provide five different photometric distributions suited to a variety of canopy and walkway applications. Light engines are available in 3000K (80 min. CRI), 4000K (70 min. CRI) or 5000K (65 min. CRI) configurations. ) -2 TSR TSE -4 ELECTRICAL Light engines consist of 10 high-efficacy LEOs mounted to a metal-core circuit board to maximize heat dissipation and promote long life. The electronic driver has a power factor of >90%, THO <20%, and a minimum 2.5 KV surge rating. When ordering the SPD option, a separate surge protection device is installed within the lumina ire which meets a minimum Category C low operation (per ANSI/IEEE C62.41.2). INSTALLATION Mounts to a 4x4" recessed or surface mount outlet box using a quick-mount kit (included); kit contains galvanized steelluminaire and outlet box plates and a full pad gasket. Kit has an integral mounting support that allows the luminaire to hinge down for easy electrical connections. Luminaire and plates are secured with captive screws. LISTINGS CSA certified to U.S. and Canadian standards. Light engines and luminaire are IP66 rated. Rated for -40"C minimum ambient. WARRANTY Five year limited warranty. Full warranty terms located at www.acuitybrands. com/CustomerResources/Terms~and_conditions.aspx. Note: Specifications subject to change without notice. One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • Fax: 770.918.1209 • www.lithonia.com © 2012-2013 Acuity Brands Lighting, Inc. All rights reserved. DSXSC Rev. 08/13/13 - PRODUCT FEATURES • Automatic Daylight Saving Time adjustment • Astronomic models provide sunset ON and sunrise OFF settings to eliminate the need for separate photo control devices • Astronomic programming can be combined with independent programs to provide sunset ON and timed OFF settings. • ET8215, ET1725 and ET1125 models include multiple switching configurations-simultaneous, pulse, and independent. S'1multaneous switching creates a DPST configuration typically used to drive a 240 VAG load with 120 VAG inputs. Pulse switching is to control latching contactors or for bell ringing applications. Independent switching is for normal operation in all other applications. APPLICATIONS FOR CONTROLLING • Schools • Water Heaters • Offices • Parking Lot Lighting • Airports • Commercial Ovens • Stores • Interior Lighting • Hotels • Air Conditioners • Restaurants • Fans/Blowers/Pumps • Parks • Livestock Feeders • Apartments • Poultry Equipment SPECIFICATIONS For ET1115, ET1715 & ET8115 Switch Ratings (per pole): • Resistive: 20A (N.O.) • Resistive: 30A, 120/240 VAG 10A (N.C.), 120/240 VAG 20A, 28 VDC • Inductive: 20A (N.O.) • Inductive: 30A, 120/240 VAG 1 OA (N.C.), 120/240 VAG • Ballast: 20A, 120-277 VAG • Tungsten: SA (N.O.), 120/240 VAG • Tungsten: SA, 120/240 VAG • Ballast: 20A (N.O.), 120-277 VAG • Motor: 1 HP, 120 VAG 3A (N.C.), 120-277 VAG 2 HP, 120 VAG • Motor: 1 HP (N.O.), 120 VAG V.. HP (N.C.), 120 VAG • Motor: 2 HP (N.O.), 240 VAG y, HP (N.C.), 240 VAG Indoor Case: Type 1 steel; 7 %" (19.7 em) H, 5" (12.7 em) W, 3" em) D; gray finish with lockable spring hasp. Add "C" suffix. Indoor/Outdoor Case: Type 3R enclosure, steel; 9 %" (23.8 em) H, 5 %" (14.0 em) W, 3 %" (9.2 em) D; gray finish with lockable spring hasp. Add "CR" Suffix. Indoor/Outdoor Case: Type 3R enclosure, plastic; 9 %" (23.8 em) H, 5 W'(14.0 em) W, 3 %" (9.5 em) D; gray finish with lockable spring hasp and clear cover. Add "CPD82" suffix. CPD82 Models: Type 3R high impact polycarbonate plastic case with clear cover for easy viewing of time switch mode and current status. ET1125, ET1725, ET8215 Models: Feature contacts that can be field configured to act as two independently operated SPST, one simultaneous operated DPST, or independently pulsed SPST for contactor and bell ringing applications. Setpoints (Events): Each load output can support up to 14 timed ON and 14 timed OFF events per day. Carryover: Two AAA industrial grade alkaline batteries supplied to maintain accurate timekeeping for 3 years, minimum, in the event of power loss .. Non-Volatile Memory: Programming data maintained for life Temperature Range: -40"F (-40"C) to 155"F (68"C) Special Voltages and Cycles: All models 50 or 60 Hz Min. ON/OFF Time (All models): 1 minute Max. ON/OFF Time (88000 & ET1700): 6 days 23 hours 59 minutes Max. ON/OFF Time (811 00): 23 hours 59 minutes Wire Size: AWG #1 0 through #18 Knockouts: Combination%"~%" (one on back, one on each side, and two on bottom) Shipping Weight: 2.5 lbs. (1, 1 kg) Agency Listing: ~' CEC Title 24 Listed c us Upgrading to a 24-Hour el_ectronic time switch has never been easier with the ET11 00 Series. Features include: Automatic Daylight Saving Time adjustment, multi-voltage operation from 120 to 277 VAC, and to-the-minute programming for accurate load control and reduced energy costs. Up to 28 setpoints or events (14 ON/14 OFF) can be preset to automatically repeat on a daily basis. Programming can be overridden at any time by pressing the ON/OFF button(s) on the clock face. Two industrial grade AAA alkaline batteries provide 3 years, minimum, program and timing protection. Upgrading to a 7-Day electronic time switch has never been easier with the ET1700 Series. Features include: Automatic Daylight Saving Time adjustment, multi-voltage operation from 120 to 277 VAC, and to-the-minute programming for accurate load control and reduced energy costs. Up to 28 setpoints or events (14 ON/14 OFF) can be distributed throughout the days of the week. Programming can be overridden at any time by pressing the ON/OFF button(s) on the clock face. Two industrial grade AAA alkaline batteries provide 3 years, minimum, program and timing protection. lntermatic's ETBOOO Series features include: Automatic Daylight Saving Time adjustment, multi-voltage operation from 120 to 277 VAG, and to-the-minute programming for accurate load control and reduced energy costs, up to 28 setpoints or events (14 ON/14 OFF), and independent 7 -Day programming. The ETBOOO Series provides complete flexibility for applications where load switching differs each day. The astronomic feature provides sunset ON and sunrise OFF settings to eliminate the need for separate photo control devices. Astronomic programming can also be combined with independent programs for sunset ON and timed OFF settings. Programming can be manually overridden at any time by pressing the ON/OFF button(s) on the clock face. ET1715CPD82 Er1105C ET1105CPD82 ET1105CR ET1115C 24-Hour I ET1115CPD82 ET1115CR ET1125C ET1125CPD82 ET1125CR ET1705C ET1705CPD82 ET1705CR Er1715C 7~Day r ET1715CPD82 ET1715CR ET1725C ET1725CPD82 ET1725CR ET8015C ET8015CPD82 ET8015CR ET8115C 7~Day I ET8115CPD82 Astronomic ET8115CR ET8215C ET8215CPD82 ET8215CR Type 1 Steel Type3RPiastic Type3RStee1 Type1 Steel Type3RPiasUc Type3RS1eel Type1steel Type3RPiastic Type3RS!eel Type1Steel Type3RPiastic Type3RSteel Type1 Steel Type3RPiastic Type3RSteel Type1 Steel Type3RP1astic Type3RS1ee1 Type1 Steel Type3RPiastic Type3RS1eel Type1 Steel Type3RP1astic Type3RSteel Type1 Steel TVPe3RPiasllc "-...,ln51:alljumper onlytfl1mer1nput and load voltage are the same Simultaneous Operation Configured for 240 VAG DPST load with circuit board jumper set to SIM Pulse Operation Configured for pulse SPST load using mechanical,yheld contactorwithcircuit board jumper set 1o PUL 1 2 1 I 2 1 I 2 SPST 30 I SPOT 20/10 SPST 30 SPST 30 SPOT 20/10 I SPST I 30 I SPST 30 SPOT 20/10 I SPST I 30 I '1'1 L21Neutral L2/Neutral 120/208/240/2nVAC 120/208/240/2nVAC 120/2081240/277VAC 120/208/240/277 VAG 120/208/240/277 VAC 120/208/240 /277VAC jumper set to IND Bell Ringing Operation Configure jumper set to "PUL" Each event, ON or OFF, Rings Bell I •• a..~ •• 3 :i~:::; ,,~t~'fl1oo ,<:ET17 I Perfect Welding I Solar Energy I Perfect Charging SHIFTING THE LIMITS FRONIUS PRIMO /The future of residential solar is here -Introducing the new Fronius Primo. ,'replacement process mounting system I With power categories ranging from 3.8 kW to 8.2 kW, the transformerless Fronius Primo is the ideal compact single-phase inverter for residential applications. The sleek design is equipped with the SnapiNverter hinge mounting system which allows for lightweight, secure and convenient installation and service. I The Fronius Primo has several integrated features that set it apart from competitors including dual powerpoint trackers, high system voltage, a wide input voltage range and unrestricted use indoors and outdoors. Other standard features include a Wi-Fi* and SunSpec Modbus interface for seamless monitoring and datalogging, Arc Fault Circuit Interruption (AFCI), and Fronius's superb online and mobile platform Fronius Solar.web. The Fronius Primo is NEC 2014 ready and designed to adjust to future standards, offering a complete solution to code restrictions and technical innovations of tomorrow. TECHNICAL DATA FRONIUS PRIMO Datalogger and Webserver Included *The term Wi-Fi@ is a registered trademark of the Wi-Fi Alliance. TECHNICAL DATA FRONIUS PRIMO 80* 600 v 410V 420V 420V 420V 420V -480V 240-480 v 240-480V 250-480 v 270-480V * Current value 150 V until late March 2015 208 18.3A 24.0 A 28.8 A 36.5 38.0A 208 25A 30A 40A SOA 50 A 96.7% 96.9% 96.9% 96.9% 97.0% Admissable conductor size AC AWG 14-AWG6 60Hz Power factor (cos <Pac,r) 0.85-1 ind.jcap I Perfect Welding I Solar Energy I Perfect Charging WE HAVE THREE DIVISIONS AND ONE PASSION: SHlFTING THE LIMITS OF 1 Whether welding technology, photovoltaics or battery charging technology -our goal is clearly defined: to be the innovation leader. With around 3,000 employees worldwide, we shift the limits of what's possible-our record of over 1,000 granted patents is testimony to this. While others progress step by step, we innovate in leaps and bounds. Just as we've always done. The responsible use of our resources forms the basis of our corporate policy. Further information about all Fronius products and our global sales partners and representatives can be found at www.fronius.com Fronius USA LLC 6797 Fronius Drive Portage, IN 46368 USA pv-su pport -usa@froni us.com www. fronius-usa.com Single Meter Sockets -Without Bypass 400Amp Max 324N (open) Pari/UPC Number 78205162220 78205162210 Part/UPC Number 78205162220 78205162210 Catalog Number 324C* 324N Catalog Number 324C* 324N 324C (open) Max Amp Rating 400 400 Line Studs #4-600 MCM * Complies with EUSERC 302 ® Service Jaws Type Access 4 10/3W UG 4 10/3W UG Connections Load Neutral #4-600 MCM Studs #4-600 MCM #4-600 MCM Application • Manual circuit closing bypass )link bypass) under separate cover • Receive ANSI C12.10 watthour meters • Surface mount Construction • NEMA Type 3R • ANSI 61 gray E-coat finish • Aluminum snap ring included Standards • UL 414 Listed • ANSI C12.7 • EUSERC 302 Accessories • Flush Trim Kit-FK1432 or FK2432 • H Hubs Bypass MCC MCC --Overall Dimensions -- Height Width Depth 32" 24" 6" 32" 14" 6" Top Provision None H Hub Knockout Layout Fig. 1 Fig. 2 B-Line Data subject to change without notice. Consult local utility for area acceptance. All dimensions are in inches. by l'~t·N 57 Meter Mounting Equipment Single Meter Sockets -Without Bypass 324C 324N 2K Style# 0 -----~/-, I \ \ -/ I Suffixes SS-Stainless Steel Knockout Layouts Fig. 1 0 2A 3K-fo// oJ -------3K 2H utility side only 400Amp Max 2A = 1!2" -1!4" 3H = 3"-2W-2" 4H =3" -21!2''-2" -1112'' 2K=4"-3W' 3K = 4" -31!2'' -3" Top Provision = See Chart Fig.2 CJ=}-Top Provision 0 3H 3H-$3H 2A 4H both sides Data subject to change without notice. Consult local utility for area acceptance. All dimensions are in inches. 8-Line Meter Mounting Equipment 58 by a:.~t·N Mono Multi Solutions ·------------------·----------·-------- T E Trinamount 72 CELL MULTICRYSTALLINE MODULE WITH TRINAMOUNT FRAME 295-310W POWER OUTPUT RANGE 16.0% MAXIMUM EFFICIENCY 0---+3% POWER OUTPUT GUARANTEE As a leading global manufacturer of next generation photovoltaic products, we believe close cooperation with our partners is critical to success. With local presence around the globe, Trina is able to provide exceptional service to each customer in each market and supplement our innovative, reliable products with the backing of Trina as a strong, bankable partner. We are committed to building strategic, mutually beneficial collaboration with installers, developers, distributors and other partners as the backbone of our shared success in driving Smart Energy Together. Trina Solar limited www.trinasolar.com Trlncasolar Smart Energy Together M IULE Fast and simple to install through drop in mounting solution Good aesthetics for residential applications Highly reliable due to stringent quality control • Over 30 in-house tests (UV, TC. HF, and many more) • In-house testing goes well beyond certification requirements Certified ·to withstand challenging environmental conditions • 2400 Pa wind load • 5400 Pa snow load LINEAR PERFORMANCE WARRANTY 10 Year Product Warranty • 25 Year Linear Power Warranty 100% Act 'f tonal Value t roi}J Trin a Solar's 1,. near•·· .. arranty 90% 80% Years 10 15 20 25 fll Trina Solar THE Trinamount MODULE TSM~PD14.18 DIMENSIONS OF PV MODULE unil:mm 938 6-04.3 GROUNDING HOLE 180 35 Back View 1-V CURVES OF PV MODULE 9."' 8."' 7."' <6.00 =f s.oo ~ 4.00 u 3.00 m onnv ' · 600W/m' onnv ' "\. --.......\ '\ ""'\ \ "\. 2."' 1."' o.oo .......... ~---.. ,, ........ ,. ............ ' \ 0."' 10.00 20.00 30.00 Voltage(V) CERTIFICATION c@us LISTED Trine~ solar Smart Energy Together \ 40.00 "' § ~ -- -- ,\\ 50".00 ELECTRICAL DATA@ STC Peak PowerWatts-PMAx (Wp) 295 300 305 Power Output Tolerance-PMAx (%) 0-+3 Maximum PowerVoltage-VMe (V) 35.8 36.2 36.6 Maximum Power Current-IMPP (A) 8.25 8.28 8.33 Open Circuit Voltage-Voc (V) 45.1 45.4 45.5 Short Circuit Current-lsc (A) 8.72 8.77 8.81 Module Efficiency ~m (%) 15.2 15.5 15.7 STC: lrradiance 1000 W/m2, Cell Temperature 25°C. Air Mass AM1.5 according to EN 60904-3. Typical efficiency reduction of 4.5% at 200 W/m2 c;:~ccording to EN 60904-1. ELECTRICAL DATA@ NOCT Maximum Power-PMAx (Wp) 220 223 Maximum Power Voltage-VMP (V) 33.2 33.5 Maximum Power Current-IMPP (A) 6.61 6.66 Open Circuit Voltage (V)-Voc (V) 41.8 42.1 Short Circuit Current (A)-Isc (A) 7.04 7.08 NOCT: lrradiance at 800 W/m2, AmbientTemperature 20°C, Wind Speed 1 m/s. MECHANICAL DATA Solar cells Cell orientation Module dimensions Weight Glass Backsheet Multicrystalline 156 x 156 mm (6 inches) 72 cells (6 x 12) 1956 x 992 x 40 mm High transparency solar glass 4.0 mm White 227 33.8 6.72 42.2 7.11 Frame J-Box Cables Black Anodized Aluminium Alloy with Trinamount Groove IP 65 or IP 67 rated Connector TEMPERATURE RATINGS Photovoltaic Technology cable 4.0mm' 1400mm H4 MAXIMUM RATINGS 310 37.0 8.38 45.5 8.85 16.0 231 34.1 6.77 42.2 7.15 Nominal Operating Cell Temperature (NOCT) 44°C (±2°C) Operational Temperature Maximum System -40-+85°C Temperature Coefficient of PMAx Temperature Coefficient of Voc Temperature Coefficient of lsc WARRANTY -0.41%/"C -0.32%/"C 0.05%/"C 10 year Product Workmanship Warranty 25 year Linear Power Warranty {Please refer to product warranty for details} PACKAGING CONFIGURATION Modules per box: 26 pieces Modules per 40' container: 572 pieces Voltage Max Series Fuse Rating lOOOV DC(IEC) lOOOV DC (UL) 15A ----! < "I ~ I ~I I iii I L_____ ________________________ ~ ~ CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. @ 2014 Trina Solar Limited. All rights reserved. Specifications included in this datasheet are subject to change without notice. w _J ::>~ ou 00 ~_J zc... ::::i~ C!:<( ::>_J c...u $-w~ et:o ui-V)V) 1--::> wu V)- a.. ~~ u> ~UJ <(0 UJVl c:ll ~ u 9 UJ .....J ::::> 0 0 ~ ~I > 0 0>-0:::UJ (.9~ / / UJ u z UJ :::) 0 UJ V') z 0 ~ _J _J ~ V') z z 0 tJ UJ ~V') ::)UJ 0~ o<t: ~s: UJ _J :::) 0 Of-~:) f-z xx UJUJ zi zZ -UJ wf-oi _J(!) 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Zep Solar's sole warranty is contained in the written product warranty for each product. The end-user documentation shipped with Zep Solar's products constitutes the sole specifications referred to in the product warranty. The customer is solely responsible for verifying the suitability of ZepSolar's products for each use. Specifications are subject to change without notice. Copyright© 2010 -2012 Zep Solar. Inc. Patents and Apps: zspats.com. SolarCity ZepSolar Next-Level PV Mounting Technology ZS Beam for solar support structures Components zepsolar.com Module Lock Flange Nut GroundZep PurlinClamp Underside Wire Clip (UWC) SetScrew Lock Nut ---Set Screw This document does not create any express warranty by Zep Solar or about its products or services. Zep Solar's sole warranty is contained in the written product warranty for each product. The end-user documentation shipped with Zep Solar's products constitutes the sole specifications referred to in the product warranty. The customer is solely responsible for verifying the suitability of ZepSolar's products for each use. Specifications are subject to change without notice. Copyright© 2010-2012 Zep Solar, Inc. Patents and Apps: zspats.com. c Geotechnical Investigation Proposed Solar Arrays at LaCosta Polama Apartments 1953 Dove Lane Carlsbad, California Report No. 241399 has been prepared for: SolarCity 3055 Clearview Way, San Mateo, California 94402 October 30, 2015 Scott M. Leek, P.E., G.E. Principal Geotechnical Engineer Quality Assurance Reviewer 1920 Old Middlefield Way, Mountain View, California 94043-2209 Main: 650.967.2365 Fax: 650.967.2785 website: www.trcsolutions.com TABLE OF CONTENTS 1.0 INTRODUCTION .................................................................................................................................. 1 1.1 Project Description .................................................................................................................. 1 1.2 Scope of Services ...................................................................................................................... 1 2.0 SITE CONDITIONS .............................................................................................................................. 1 2.1 Site Reconnaissance ................................................................................................................ 1 2.2 Subsurface Conditions ............................................................................................................. 2 2.3 Ground Water .......................................................................................................................... 2 3.0 GEOLOGIC HAZARDS ......................................................................................................................... 2 3.1 Fault Rupture ........................................................................................................................... 2 3.2 Maximum Estimated Ground Shaking .................................................................................... 2 3-3 Future Earthquake Probabilities ............................................................................................. 2 3-4 Liquefaction ............................................................................................................................. 2 3-5 Landsliding .............................................................................................................................. 3 3-7 Lateral Spreading ..................................................................................................................... 3 3.6 Dry Seismic Settlement ............................................................................................................ 3 4.0 CORROSION EVALUATION ................................................................................................................ 3 Table 1. Results of Corrosivity Testing ................................................................................... 3 Table 2. Relationship Between Soil Resistivity and Soil Corrosivity ..................................... 4 Table 3. Relationship Between Sulfate Concentration and Sulfate Exposure ...................... -4 s.o CONCLUSIONS AND RECOMMENDATIONS .................................................................................... 5 5.1 Primary Geotechnical Concerns .............................................................................................. 5 5.2 Plans, Specifications, and Construction Review ..................................................................... 5 6.0 EARTHWORK ....................................................................................................................................... s 6.1 Clearing and Site Preparation ................................................................................................. 6 6.2 Abandoned Utilities ................................................................................................................. 6 6.3 Subgrade Preparation ......................................................................................................... , .... 6 6.4 Material for Fi11 ........................................................................................................................ 6 6.5 Compaction .............................................................................................................................. 7 6.6 Wet Weather Conditions ......................................................................................................... 7 6. 7 Trench Backfill ......................................................................................................................... 7 6.8 Surface Drainage ..................................................................................................................... 8 6.9 Construction Observation ....................................................................................................... 8 7.0 FOUNDATIONS ................................................................................................................................... 8 7.1 2013 CBC Site Coefficients and Site Seismic Coefficients ..................................................... 8 Table 4. 2012 IBC Site Class and Site Seismic Coefficients .................................................. 8 7.2 Footings .................................................................................................................................... 9 7·3 Lateral Loads on Footings ....................................................................................................... 9 7-4 Friction Piles ............................................................................................................................ 9 7-5 Friction Piers .......................................................................................................................... 1o 7.6 Lateral Loads on Friction Piles and Piers ............................................................................. 10 7-7 Summary of Foundation Design Recommendations ............................................................ lO Table s. Table of Findings ..................................................................................................... 10 8.0 CONCRETE SLABS-ON-GRADE ......................................................................................................... 11 8.1 Equipment Pads ...................................................................................................................... 11 9.0 LIMITATIONS ..................................................................................................................................... 11 10.0 REFERENCES ..................................................................................................................................... 12 TR Pagei 241399 i i SolarCity FIGURE 1 -VICINITY MAP FIGURE 2 -SITE PLAN APPENDIX A--FIELD INVESTIGATION APPENDIX B --LABORATORY PROGRAM TR La Costa Paloma Apartments Page ii 241399 1.0 INTRODUCTION GEOTECHNICAL INVESTIGATION LA COSTA PALOMA APARTMENTS 1953 DOVE LANE CARLSBAD, CALIFORNIA This report presents the results of our geotechnical investigation for the proposed photovoltaic (PV) solar arrays to be constructed at the Cypress Cove Apartments located at 260 North Midway Drive in Escondido, California. The site location is shown on the Vicinity Map, Figure 1. The purpose of our investigation was to evaluate the geologic and subsurface conditions and to provide geotechnical recommendations for design of the proposed project. For our use we received an undated Google aerial photo of the site named La Costa Paloma, showing the proposed PV solar array locations. 1.1 Project Description The site is an apartment complex located at 1953 Dove Lane in Carlsbad, California. The layout of the proposed improvements is shown on the Site Plan, Figure 2. As presently planned, the project consists of the addition of solar PV systems to be constructed on ground-mounted carport structures and will also include pad-mounted equipment. Additional improvements will include underground utilities. Based on the planned improvements, we assume little or no grading will be required. Structural loads have not been provided to us; we assume that structural loads will be representative for this type of construction. 1.2 Scope of Services Our scope of services was presented in the Statement of Work (SOW) dated October 21, 2015. To accomplish this work, we provided the following services: • Performing six hollow-stem auger borings to depths of approximately 15 feet or refusal • Collecting a soil sample for corrosion laboratory testing. • Engineering analysis to evaluate foundations and site earthwork. • Preparation of this report to summarize our findings and to present our conclusions and recommendations. 2.0 SITE CONDITIONS 2.1 Site Reconnaissance A site reconnaissance was performed on October 14, 2015. The site was occupied by the apartment complex, consisting of apartment buildings with adjacent asphalt-paved driveway and parking areas. The project site is relatively flat with minor grade changes for surface drainage. Page 1 241399 I; SolarCity La Costa Paloma Apartments 2.2 Subsurface Conditions At the boring locations, a pavement section consisting of 4 to 8 inches of asphalt concrete over s to 12 inches of aggregate baserock was found. Below the pavement section, the subsurface conditions consisted of interbedded sandstone and claystone bedrock. The bedrock was found to be completely weathered, very soft, friable and varied in color from olive brown to light grey. Blow counts for the sampler varied from 13 to more than so blows per foot. At the location of boring EB- S, an approximately s-foot thick layer ofloose to medium dense poorly graded gravel fill was encountered below the pavement section. 2.3 Ground Water No ground water was encountered in the borings. Variations in depth to ground water can be expected based on annual precipitation amounts, ground water withdrawal and other factors. 3.0 GEOLOGIC HAZARDS A brief qualitative evaluation of geologic hazards was made during this investigation. Our comments concerning these hazards are presented below. 3.1 Fault Rupture The project site has not been mapped by the California Geological Survey (CGS) for fault rupture as part of the Alquist-Priolo Act. The closest potentially active fault is the Elsinore Fault Zone located approximately 17 miles northeast of the project site. Therefore, fault rupture through the site is unlikely. 3.2 Maximum Estimated Ground Shaking Based on Equation 11.8-1 of ASCE 7-10 (ASCE 2010), a maximum considered earthquake geometric mean peak ground acceleration (PGAM) of 0-41g can be expected at the site. 3·3 Future Earthquake Probabilities Although research on earthquake prediction has greatly increased in recent years, seismologists cannot predict when or where an earthquake will occur. The U.S. Geological Survey's Working Group on California Earthquake Probabilities (WGCEP, 2014) estimates there is a 97 percent chance of at least one magnitude 6.7 earthquake occurring in the Southern California Area between 2014 and 2044. This result is an important outcome ofWGCEP's work because any major earthquake can cause damage throughout the region. The 1994 Northridge earthquake demonstrated this potential by causing damage in Santa Monica, more than so miles from the fault epicenter and inducing peak ground accelerations of 0.1g at distances of more than 30 miles. Although earthquakes can cause damage at a considerable distance, shaking will be very intense near the fault rupture. Therefore, earthquakes located in urbanized areas of the region have the potential to cause much more damage than the 1994 Northridge earthquake. 3·4 Liquefaction The site is not located in a mapped area of potential liquefaction (City of Carlsbad, 201S). Due to the presence of shallow bedrock, we judge the potential for liquefaction at the site to be low. T Page2 241399 SolarCity La Costa Paloma Apartments 3·5 Landsliding The site is not located in a mapped area oflandslide susceptibility by San Diego County (2011). Because of the relatively flat topography of the project vicinity, we judge that landsliding is not a hazard for the site. 3·7 Lateral Spreading Lateral spreading typically occurs as a form of horizontal displacement of relatively flat-lying alluvial material toward an open or "free" face such as an open body of water, channel or excavation. In soils, this movement is generally due to failure along a weak plane and may often be associated with liquefaction. As cracks develop within the weakened material, blocks of soil displace laterally towards the open face. Cracking and lateral movement may gradually propagate away from the face as blocks continue to break free. Generally, failure in this mode is analytically unpredictable since it is difficult to evaluate where the first tension crack will occur. There appears to be an un-named creek located about 400 feet east of the site. Because the potential for liquefaction is judged to be low, we judge the risk oflateral spreading at the site to also below. 3.6 Dry Seismic Settlement If near-surface soils vary in composition both vertically and laterally, strong earthquake shaking can cause non-uniform densification ofloose to medium dense cohesionless soil strata. This results in movement of the near-surface soils. Because of the shallow bedrock present at the site, we judge that dry seismic settlement is not a hazard for the site. The s-foot thick layer of gravel fill at the location of boring EB-4 could experience settlement on the order of lf2-inch during strong earthquake shaking. 4.0 CORROSION EVALUATION To evaluate the corrosion potential of the subsurface soils at the site, we submitted one sample collected during our subsurface investigation to an analytical laboratory for pH, resistivity, soluble sulfate and chloride content testing. The results ofthis test are summarized in Table 1 below. Table 1. Results of Corrosivity Testing Estimated Estimated Corrosivity Corrosivity Chloride Sulfate Resistivity Based on Based on Sample (mg/kg) (mg/kg) pH (ohm-em) Resistivity Sulfates EB-3@1.5' 390 1,459 7-2 473 Very Severely Moderately . . Notes: 1. mg/kg =milligrams per kilogram . Many factors can affect the corrosion potential of soil including soil moisture content, resistivity, permeability and pH, as well as chloride and sulfate concentration. In general, soil resistivity, which is a measure of how easily electrical current flows through soils, is the most influential factor. Based on classification developed by William J. Ellis (1978), the approximate relationship between soil corrosiveness was developed as shown in Table 2 below. T Page3 241399 SolarCity La Costa Paloma Apartments Table 2. Relationship Between Soil Resistivity and Soil Corrosivity Soil Resistivity Classification of (ohm-em) Soil Corrosiveness ~~,~~, __ _2_!o 900 ---,~~ VelJ::. Sever.ely Corrosive ___ ._ .. ··-~ -~--.-220 to ~!32~()-~--~--·· .......... ,. Sever~!Y Corrosiv:~-~---~ ~-~-·~2,300_!2~.5,000 .. ~L·-····-·~ Mo~~rately._C,-..;o:::r:o:.r:::os:::i.:..ve~~~~---1 5,000 to 10,002.... ! ~~· Mildly_<;:,orrosiye ···-~-~~···- 10,000 to >wo,ooo ~ Vezy Mildly Corrosive Chloride and sulfate ion concentrations and pH appear to play secondary roles in affecting corrosion potential. High chloride levels tend to reduce soil resistivity and break down otherwise protective surface deposits, which can result in corrosion of buried metallic improvements or reinforced concrete structures. Sulfate ions in the soil can lower the soil resistivity and can be highly aggressive to Portland cement concrete (PCC) by combining chemically with certain constituents of the concrete, principally tricalcium aluminate. This reaction is accompanied by expansion and eventual disruption of the concrete matrix. Soils containing high sulfate content could also cause corrosion of the reinforcing steel in concrete. Table 4.2.1 of the American Concrete Institute (ACI, 2008) provides requirements for concrete exposed to sulfate-containing solutions as summarized in Table 3. Table 3· Relationship Between Sulfate Concentration and Sulfate Exposure (Table 4.2.1 of ACI) ' Water-Soluble Sulfate (S04) in soil, ppm ! Sulfate Exposure o to 1,000 ··-~~ ··--j'J~gligili!~~····-····--·-····-~·· 1 ooo to 2,ooo Moderate' v F-·-· ...... ~,ooo to 2o,ooo Severe """·~-~-··" over 20,000 VezySevere 1= seawater Acidity is an important factor of soil corrosivity. The lower the pH (the more acidic the environment), the higher will the soil corrosivity be with respect to buried metallic structures. As soil pH increases above 7 (the neutral value), the soil is increasingly more alkaline and less corrosive to buried steel structures due to protective surface films which form on steel in high pH environments. ApH between 5 and 8.5 is generally considered relatively passive from a corrosion standpoint. As shown in Table 1, the soil resistivity result was 473 ohm-centimeters. Based on this result and the resistivity correlations presented in Table 2, the corrosion potential to buried metallic improvements may be characterized as very severely corrosive. A corrosion protection engineer should be consulted about appropriate corrosion protection methods for buried metallic materials. Based on our previous experience and Table 4.2.1 of the ACI, it is our opinion that sulfate exposure to PCC may be considered moderate for the native subsurface materials sampled. T Page4 241399 SolarCity La Costa Paloma Apartments 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 Primary Geotechnical Concerns From a geotechnical engineering viewpoint, the proposed improvements may be constructed as planned, in our opinion, provided the design and construction are performed in accordance with the recommendations presented in this report. The primary geotechnical and geologic concern at the site are the strong ground shaking, shallow- depth bedrock, and the very corrosive soils. 5.1.1 Strong Seismic Shaking We recommend that, at a minimum, the proposed improvements be designed in accordance with the seismic design criteria as discussed in the Maximum Estimated Ground Shaking section above, and the site seismic coefficients presented in Table 4. 5.1.2 Shallow Bedrock The boring encountered bedrock at relatively shallow depths. Excavations for footings, drilled piers or underground utilities may be difficult with conventional excavation equipment. We recommend that contractors experienced in construction in bedrock be utilized for these portions of the projects. 5.1.3 Soil and Bedrock Conditions Our borings encountered both bedrock and soils. As these materials will behave differently under foundation loads, the potential for differential settlement exists at the site. If footing foundations are bases in both bedrock and soil, they should be designed for differential settlement as described in Section 7· 5.1.3 Corrosion Potential of Near-Surface Soils As discussed above, the corrosion potential to buried metallic improvements constructed within the native soils may be characterized as very severely corrosive. A qualified corrosion engineer should be contacted to provide specific recommendations regarding corrosion protection for buried metal pipe or buried metal pipe-fittings. 5.2 Plans, Specifications, and Construction Review We recommend that our firm perform a plan review of the geotechnical aspects of the project· design for general conformance with our recommendations. In addition, subsurface materials encountered in the exploratory borings may vary significantly from other subsurface materials on the site. Therefore, we also recommend that a representative of our firm observe and confirm the geotechnical specifications of the project construction. This will allow us to form an opinion about the general conformance of the project plans and construction with our recommendations. In addition, our observations during construction will enable us to note subsurface conditions that may vary from the conditions encountered during our investigation and, if needed, provide supplemental recommendations. For the above reasons, our geotechnical recommendations are contingent upon our firm providing geotechnical observation and testing services during construction. 6.o EARTHWORK T Pages 241399 SolarCity La Costa Paloma Apartments 6.1 Clearing and Site Preparation The proposed project area should be cleared of all surface and subsurface improvements to be removed and deleterious materials including existing, slabs, irrigation lines, utilities, fills, pavements, debris, designated trees, shrubs, and associated roots. Abandonment of existing buried utilities is discussed below. All existing landscaping and any associated root systems should be completely removed. Excavations extending below the planned finished site grades should be cleaned and backfilled with suitable material compacted as recommended in the Compaction section of this report. We recommend that backfilling of holes or pits as a result of demolition and removal of existing buried structures or other improvements be carried out under our observation and that the backfill be observed and tested during placement. After clearing, any vegetated areas within the proposed improvements should be stripped to sufficient depth to remove all surface vegetation and topsoil containing greater than 3 percent organic matter by weight. The actual stripping depth required depends on site usage prior to construction and should be established in the field by us at the time of construction. The stripped materials should be removed from the site or may be stockpiled for use in landscaped areas, if desired. 6.2 Abandoned Utilities Abandoned utilities within the proposed improvement area should be removed in their entirety. Utilities within the proposed improvement area would only be considered for in-place abandonment provided they do not conflict with new improvements, that the ends and all laterals are located and completely grouted, and the previous fills associated with the utility do not pose a risk to the structure. Utilities outside the improvement area should be removed or abandoned in-place by grouting or plugging the ends with concrete. Fills associated with utilities abandoned in-place could pose some risk of settlement; utilities that are plugged could also pose some risk of future collapse or erosion should they leak or become damaged. 6.3 Subgrade Preparation After the site has been properly cleared, stripped and necessary excavations have been made, exposed surface soils in those areas to receive fill, slabs on grade or pavements should be scarified to a depth of 8 inches, moisture conditioned, and compacted in accordance with the recommendations for fill presented in the Compaction section. The finished compacted subgrade should be firm and relatively non-yielding under the weight of compaction equipment. 6.4 Material for Fill All on -site soils below the stripped layer having an organic content of less than 3 percent by weight are suitable for use as fill at the site. In general, fill material should not contain rocks or lumps larger than 6 inches in greatest dimension, with 15 percent or less larger than 21f2 inches in the greatest dimension. Import fill material should be inorganic, have a PI of 15 or less and should have sufficient binder to reduce the potential for sidewall caving of foundation and utility trenches. Samples of the proposed import fill should be submitted to us at least 10 working days prior to delivery to the site to allow for visual review and laboratory testing. This will allow us to evaluate the general conformance of the import fill with our recommendations. T Page6 241399 SolarCity La Costa Paloma Apartments Consideration should also be given to the environmental characteristics and corrosion potential of any imported fill. Suitable documentation should be provided for import material. In addition, it may be appropriate to perform laboratory testing of the environmental characteristics and corrosion potential of imported materials. Import soils should not be more corrosive than the on- site native materials, including pH, soluble sulfates, chlorides and resistivity. As an alternative to soil, a sand-cement slurry could be used for backfill. The slurry should have at least 2 sacks of cement (188 pounds) per cubic yard of slurry. The slurry should be thoroughly vibrated to fill all voids in the excavations. The sand cement slurry does not need to be compacted. 6.5 Compaction All fill, as well as scarified surface soils in those areas to receive fill, should be uniformly compacted to at least 90 percent relative compaction as determined by ASTMTest Designation D1557, latest edition, at a moisture near the laboratory optimum. Fill should be placed in lifts no greater than 8 inches in uncompacted thickness. Each successive lift should be firm and relatively non-yielding under the weight of construction equipment. In pavement areas, the upper 6 inches of subgrade and full depth of aggregate base should be compacted to at least 95 percent relative compaction (ASTM D1557, latest edition). Aggregate base and all import soils should be compacted at a moisture content near the laboratory optimum. 6.6 Wet Weather Conditions Earthwork contractors should be aware of the moisture sensitivity of soils and bedrock and potential compaction difficulties. If construction is undertaken during wet weather conditions, the surficial soils may become saturated, soft and unworkable. Saturated soils may require aerating or blending with drier soils to achieve a workable moisture content. Subgrade stabilization techniques might include the use of engineering fabrics and/ or crushed rock or chemical treatment. Therefore, we recommend that consideration be given to construction during summer months, from late April to early October. 6.7 Trench Backfill Bedding and pipe embedment materials to be used around underground utility pipes should be well graded sand or gravel conforming to the pipe manufacturer's recommendations and should be placed and compacted in accordance with project specifications, local requirements or governing jurisdiction. General fill to be used above pipe embedment materials should be placed and compacted in accordance with local requirements or the recommendations contained in this section, whichever is more stringent. On-site soils may be used as general fill above pipe embedment materials provided they meet the requirements of the Material for Fill section of this report. General fill should be placed in lifts not exceeding 8 inches in uncompacted thickness and should be compacted to at least 90 percent relative compaction (ASTM D1557, latest edition) by mechanical means only. Water jetting of trench backfill should not be allowed. The upper 6 inches of general fill in all pavement areas subject to wheel loads should be compacted to at least 95 percent relative compaction. Utility trenches located adjacent to footings or foundations should not extend below an imaginary 1:1 (horizontal:vertical) plane projected downward from the footing bearing surface to the bottom edge of the trench. Where utility trenches will cross beneath footing bearing planes, the footing concrete should be deepened to encase the pipe or the utility trench should be backfilled with sand/cement slurry or lean concrete within the foundation-bearing plane. T Page7 241399 SolarCity La Costa Paloma Apartments Where relatively higher permeability sand or gravel backfill is used in trenches through lower permeability soils, we recommend that a cut -off plug of compacted clayey soil or a 2-sack cement/sand slurry be placed where such trenches enter pavement areas. This would reduce the likelihood of water entering the trenches from the landscaped areas and seeping through the trench backfill into the improvement and pavement areas. 6.8 Surface Drainage Positive surface water drainage gradients, at least 2 percent in landscaping and 1f2-percent in pavement areas, should be provided to direct surface water away from foundations and slabs towards suitable discharge facilities. Ponding of surface water should not be allowed on or adjacent to structures, slabs-on-grade, or pavements. Downspouts may discharge onto splash-blocks provided the area is covered with concrete slabs or asphalt concrete pavements. 6.9 Construction Observation A representative from our company should observe the geotechnical aspects of the grading and earthwork for general conformance with our recommendations including site preparation, selection of fill materials, and the placement and compaction of fill. To facilitate your construction schedule we request sufficient notification (48 hours) for site visits. The project plans and specifications should incorporate all recommendations contained in the text of this report. 7.0 FOUNDATIONS Provided that the site is prepared in accordance with the "Earthwork" section of this report and the proposed structures can be designed to accommodate the following estimated amounts of settlement, the structures may be supported on footing, friction pile or friction pier foundations as discussed in the sections below. A summary of our foundation recommendations is provided in Table 5 in Section 7-7· 7.1 2013 CBC Site Coefficients and Site Seismic Coefficients Chapter 16 of the 2013 California Building Code (CBC) outlines the procedure for seismic design of structures. Based on our explorations the site is underlain by weathered bedrock, which corresponds to a soil profile type C. Based on the above information and local seismic sources, the site may be characterized for design using the information in Table 4 below. Table 4· 2013 CBC Site Class and Site Seismic Coefficients Latitude: 33·7461° N CBCTable/ Factor/ Longitude: 117.0883° w Figure Coefficient Soil Profile Type ! Table 1613.3.2 Site Class Mapped Spectral Response Acceleration for MCE ~ 1~ ~ ~ ,(-) Ss 0.2 second Period ~ Mapped Spectral Response Acceleration for MCE at 1613-3-2(2) s1 1 Second Period -o ~-----~-~-----~-"· ~------ Site Coefficient Table 1613.3.3(1) a ----~----~--~---+~~ble 1~~;~;.3(2) ! Site Coefficient Fv -----~-----------------~-- Equation 16-~-~+--""' Adjusted MCE Spectral Response Parameter SMs ~-------~-- Adjusted MCE Spectral Response Parameter ; SMl I Equation 16-38 ! ------~-- T I I I i l I Value c 1.06 0-41 1.0 1.39 -~ 1.06 ------... --- 0.57 PageS 241399 SolarCity La Costa Paloma Apartments _E_esign Spect~~~es.;~~e Acceleratio~·;~;~~,~E9.qu~a~t~:~io~n~~1~6~~3~9~~~~S~~~-~,4--,~~o~:·Z71~--~ Design Spectral Response Acceleration Parameter I Equation 16-40 Sv1 0.38 7.2 Footings The proposed structures may be supported on conventional continuous and/ or isolated spread footings bearing on natural, undisturbed soifbedrock or compacted fill. All footings should have a minimum width of 12 inches, and the bottom of footings should extend at least 18 inches below lowest adjacent finished grade. Lowest adjacent finished grade may be taken as the bottom of interior slab-on-grade or the finished exterior grade, excluding landscape topsoil, whichever is lower. Footings constructed in accordance with the above recommendations would be capable of supporting maximum allowable bearing pressures of 3,000 pounds per square foot (psf) for dead loads, 4,500 psf for combined dead and live loads, and 6,ooo psf for all loads including wind or seismic. These allowable bearing pressures are based upon factors of safety of 3.0, 2.0 and 1.5 for dead, dead plus live, and seismic loads, respectively. These maximum allowable bearing pressures are net values; the weight of the footings may be neglected for design purposes. All footings located adjacent to utility trenches should have their bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the footing. All continuous footings should be reinforced with top and bottom steel to provide structural continuity and to help span local irregularities. It is essential that we observe all footing excavations before reinforcing steel is placed. We estimate that total foundation movement under static loads will be less than V2-inch, with post- construction differential movement ofless than 1/4-inch between adjacent footings. Footing foundations constructed within a so-foot radius of boring EB-s could experience an additional V2- inch of settlement resulting from earthquake shaking, with the 1f2-inch of differential settlement between footings within that particular structure. 7·3 Lateral Loads on Footings Lateral loads may be resisted by friction between the bottom of footings and the supporting subgrade. A maximum allowable frictional resistance of 0.35 may be used for design. In addition, lateral resistance may be provided by passive pressures acting against footings poured neat against competent soil. We recommend that an allowable passive pressure based on an equivalent fluid pressure of 450 pounds per cubic foot (pcf) be used in design. The upper 12 inches of soil should be neglected when calculating lateral passive resistance unless covered by concrete slabs or pavements. 7·4 Friction Piles Because of the shallow bedrock at the site, driven friction piles may be difficult to install. If desired to use friction piles, several test piles should be driven to determine if they can be installed. If used, the piles should extend at least 5 feet below the existing ground surface. Piles may be designed for an allowable skin friction of 750 pounds per square foot (psf) for combined dead plus live loads with a one-third increase allowed for either transient wind or seismic loading. Piles should have a minimum center-to-center spacing of at least three pile diameters. Pile loading should be assumed to act over the gross pile perimeter, which is the sum of the twice the flange width and twice the web dimension. T Page9 241399 SolarCity La Costa Paloma Apartments Resistance to uplift loads will be developed in friction along the piles. We recommend that an allowable uplift frictional resistance of 500 psfbe used. Total settlement for the recommended pile foundations should not exceed lfz-inch and post construction differential settlement across the structures founded on piles should be less than lf4- inch due to static loads. We recommend that the contractor drive several test piles to confirm that they can be driven and perform at least two load tests to confirm their capacity. 7·5 Friction Piers Alternatively, the proposed structures may be supported on drilled cast-in-place, straight-shaft friction piers. The piers may be difficult to excavate because of the shallow bedrock at the site. The piers should have a minimum diameter of at least 18 inches and extend at least 5 feet below the existing ground surface. Piers may be designed for an allowable skin friction of 750 psf for combined dead plus live loads with a one-third increase allowed for either transient wind or seismic loading. Piers should have a minimum center-to-center spacing of at least three pier diameters. Resistance to uplift loads will be developed in friction along the pier shafts. We recommend that an allowable uplift frictional resistance of 500 psfbe used. The bottoms of pier excavations should be dry, reasonably clean, and free of loose soil before reinforcing steel is installed and concrete is placed. We recommend that the excavation of all piers be performed under our direct observation to establish that the piers are founded in suitable materials and constructed in accordance with the recommendations presented in this report. If ground water cannot be removed from the excavations, the concrete should be placed by the tremie method. Due to the sandy soils, casing may be required to maintain an open hold during drilling. Total settlement for the recommended pier foundations should not exceed lf2-inch and post construction differential settlement across the building founded on piers should be less than 1/4- inch due to static loads. 7.6 Lateral Loads on Friction Piles and Piers Lateral loads exerted on structures supported on piles and piers may be resisted by a passive resistance based on an equivalent fluid pressure of 450 pcf acting against two times the projected diameters of the individual pile or pier shaft below finished grade, with a maximum of 2, 700 psf at depth. The upper 12 inches of soil should be neglected when calculating the lateral capacity of the piers for piers not restrained by pavements or flatwork at the ground surface. 7·7 Summary of Foundation Design Recommendations A summary of foundation design parameters is presented below. Table 5· Table of Findings Concrete Concrete l Allowable Allowable Allowable Allowable Minimum I M" . General Skin Skin Lateral 1n1mum Material Bearing Passive Embedment 1 C h . Description Friction Friction I Capacity Pressure Depth o es1on ()2Sf) (]2Sf) ! (psf) (psf/ft) (ft) (psf) Down Uplift Claystone 750 500 4,500 ! 450 5 1,500 T Internal Angle of Friction (degrees) 0 Page 10 241399 SolarCity La Costa Paloma Apartments bedrock (DL + LL) S.o CONCRETE SLABS-ON-GRADE 8.1 Equipment Pads Equipment pads should be at least 4 inches thick and be underlain by at least 4 inches of Class 2 AB compacted to a minimum of 90 percent relative compaction at a moisture content near the laboratory optimum in accordance with ASTM Test Method D1557, latest edition. Reinforcing steel would be beneficial in reducing shrinkage cracking and vertical faulting at control and construction joints. We recommend that exterior slabs be isolated from adjacent foundations and that adequate construction and control joints be used in design of the concrete slabs to control cracking inherent in concrete construction. 9.0 LIMITATIONS This report has been prepared for the sole use of SolarCity specifically for design of the proposed PV Solar Arrays to be located at the La Costa Paloma Apartments in Carlsbad, California. The opinions, conclusions, and recommendations presented in this report have been formulated in accordance with accepted geotechnical engineering practices that exist in the San Diego Area at the time this report was written. No other warranty, expressed or implied, is made or should be inferred. The opinions, conclusions and recommendations contained in this report are based upon the information obtained from our investigation, which includes data from widely separated discrete locations, visual observations from our site reconnaissance, and review of other geotechnical data provided to us, along with local experience and engineering judgment. The recommendations presented in this report are based on the assumption that soil and geologic conditions at or between borings do not deviate substantially from those encountered or extrapolated from the information collected during our investigation. We are not responsible for the data presented by others. We should be retained to review the geotechnical aspects of the final plans and specifications for conformance with our recommendations. The recommendations provided in this report are based on the assumption that we will be retained to provide observation and testing services during construction to confirm that conditions are similar to that assumed for design and to form an opinion as to whether the work has been performed in accordance with the project plans and specifications. If we are not retained for these services, TRC cannot assume any responsibility for any potential claims that may arise during or after construction as a result of misuse or misinterpretation of TRC's report by others. Furthermore, TRC will cease to be the Geotechnical- Engineer-of-Record if we are not retained for these services and/ or at the time another consultant is retained for follow up service to this report. The opinions presented in this report are valid as of the present date for the property evaluated. Changes in the condition of the property will likely occur with the passage of time due to natural processes and/ or the works of man. In addition, changes in applicable standards of practice can occur as a result of legislation and/ or the broadening of knowledge. Furthermore, geotechnical issues may arise that were not apparent at the time of our investigation. Accordingly, the opinions presented in this report may be invalidated, wholly or partially, by changes outside of our control. TR Page 11 241399 SolarCity La Costa Paloma Apartments Therefore, this report is subject to review and should not be relied upon after a period of three years, nor should it be used, or is it applicable, for any other properties. 10.0 REFERENCES * ASCE [American Society of Civil Engineers], 2010, Minimum Design Loads for Buildings and Other Structures. California Building Code, 2013, Structural Engineering Design Provisions, Vol. 2. Southern California Earthquake Center, 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, March. City of Carlsbad, California, 2015, General Plan Update, Chapter 3-5, Soils, Geology, and Seismicity, September San Diego County Planning and Development Services, 2011 ,Final Program Environmental Impact Report (EIR) for the General Plan Update, Chapter 2, Section 2.6, Geology and Soils U.S. Geological Survey, 2013, U.S. Seismic Design Maps, Geologic Hazards Science Center, http: 1/geohazards. usgs.gov I designmaps /us /application.php WGCEP [Working Group on California Earthquake Probabilities], 2014, The Uniform California Earthquake Rupture Forecast, Version 2, U.S. Geological Survey Open-File Report 2013- 1165. * * * * * * * * * * * * Page12 241399 ~ 0.: z ti.i ~ ;j SOURCE AERIAL PHOTO: Gaogle Earth, October 2015. N APPROXIMATE SCALE (FEET) 0 600 1,200 L--------------------------------------------------- VICINITY MAP Solar City I Community Housing Works La Costa Paloma Apartments 1953 Dove Lane Carlsbad, California FIGURE 1 ~ b "' !··-· UJ ~ < z Ui ~ LEGEND s Approximate location of exploratory boring 0 N APPROXIMATE SCALE (FEET) 100 200 ~L------------------------------------------------------------------------------------------------------------ FIGURE 2 APPENDIX A FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using truck-mounted hollow-stem auger drilling equipment. Five borings were performed on October 14, 2015 to maximum depths of approximately 161!2-feet. The approximate locations of the borings are shown on Figure 2. The soils encountered were logged in the field by our personnel. The boring logs, as well as a key to the interpretation of the descriptions, are included as part of this appendix. The locations of borings were approximately determined by pacing from existing site boundaries. Elevations ofthe borings were not determined. The locations ofthe borings should be considered accurate only to the degree implied by the method used. Representative samples were obtained from the borings at selected depths. All samples were returned to our laboratory for evaluation and appropriate testing. Penetration resistance blow counts were obtained by dropping a 140-pound hammer 30 inches. Standard Penetration Test (SPT) 2-inch O.D. samples were obtained by driving the samplers 18 inches and recording the number of hammer blows for each 6 inches of penetration. Unless otherwise indicated, the blows per foot recorded on the boring logs represent the accumulated number of blows required to drive the samplers the last two 6-inch increments. When using the SPT sampler, the last two 6-inch increments is the uncorrected SPT measured blow count. The various samplers are denoted at the appropriate depth on the boring logs and symbolized as shown on FigureA-1. Soil samples obtained from the borings were returned to our laboratory for evaluation and appropriate testing. The attached boring logs and related information depict subsurface conditions at the locations indicated and on the date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at the boring locations. The passage of time may result in altered subsurface conditions due to environmental changes. In addition, any stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual. T Appendix A 240182 ~ i5 (/) 0 w z ~ (!) w (/) 0:: C5 u ~ i5 (/) 0 w z ~ (!) w z i:i: i!!o "'o ~N "'o u..Z ~~ "a:: zw ""'" j!:~ ~!Q "' ...J :!!:o "'o "'N ~ "'0 .... z.., OzN ~~u; "'~ ~~u; ... ,. w"' ~~ "' PRIMARY DIVISIONS GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN SANDS SANDS (Less than MORE THAN HALF 5% Fines) OF COARSE FRACTION IS SMALLER THAN SANDS NO. 4 SIEVE WITH FINES SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50 % SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 % HIGHLY ORGANIC SOILS SECONDARY DIVISIONS Well graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures, plastic fines GC Clayey gravels, gravel-sand-clay mixtures, plastic fines sw Well graded sands, gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines SM Silty sands, sand-silt-mixtures, non-plastic fines sc ML CL OL MH CH plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts PT Peat and other highly organic soils DEFINmON OF TERMS SILTS AND CLAY TERZAGHI SPLIT SPOON 200 0.08 STANDARD PENETRATION SAND AND GRAVEL VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE U.S. STANDARD SIEVE SIZE 40 10 4 SAND FINE I MEDIUM I COARSE 0.4 2 5 GRAIN SIZES ~ MODIFIED CALIFORNIA [] ROCK CORE SAMPLERS BLOWS/FOOT* SILTS AND CLAYS 0-4 VERY SOFT 4-10 SOFT 10-30 MEDIUM STIFF 30-50 STIFF OVER 50 VERY STIFF HARD CLEAR SQUARE SIEVE OPENINGS 3/4ft 3ft 12ft GRAVEL I COARSE COBBLES BOULDERS FINE 19 76mm I PITCHER TUBE § NO RECOVERY STRENGTH+ BLOWS/FOOT* 0-1/4 0-2 1/4-1/2 2-4 1/2-1 4-8 1-2 8-16 2-4 16-32 OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY *Number of blows of 140 pound hammer falling 30 inches to drive a 2-inch O.D. (1-3/8 inch I.D.) split spoon (ASTM D-1586). +Unconfined compressive strength in tons/sq.ft. as determined by laboratory testing or approximated by the standard penetration test (ASTM D-1586), pocket penetrometer, torvone, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soli Claalflcatlon System (ASTM D-2487) FIGURE A-1 WEATHERING FRESH Rock fresh, crystols bright, few joints may shaw MODERATELY All rock except quartz, discolored or stained. In slight staining. Rack rings under hammer if SEVERE granitoid rocks, all feldspars dull and discolored cystalline. and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. Rock goes nclunkn when struck. VERY SUGHT Rock generally fresh, joints stained, some joints SEVERE All rock except quartz discolored or stained. may show thin clay coatings, crystals in broken Rock nfabric • clear and evident, but reduced in face show bright. Rock rings under hammer strength to strong soil. In granitoid rocks, all if crystalline. feldspars kaolinized to some extent. Some fragments of strong rock usually left. SUGHT Rock generally fresh, joints stained, sand VERY SEVERE All rock except quartz discolored and stained. discoloration extends into rack up to 1 inch. Rock "fabric" discernible, but mass effectively Joints may contain clay. In granitoid rocks reduced to "soil" with only fragments of strong some occasional feldspar crystals are dull rock remaining. and discolored. Crystalline rocks ring under hammer. MODERATE Significant portions of rack show discoloration COMPLETE Rock reduced to "sail". Rock nfabric" not and weathering effects. In granitoid rocks, discernible or discernible only in small most feldspars are dull and discolored; some scattered locations. Quartz may be present are clayey. Rack has dull sound under hammmer as dikes or stringers. and shows significant loss of strength as compared with fresh rock. HARDNESS VERY HARD Cannot be scratched with knife or sharp pick. MEDIUM Can be grooved or gouged 1/16 inch deep by Breaking of hand specimens requires several firm pressure on knife or pick point. Can be hard blows of geologist's pick. excavated in small chips to pieces abount 1 inch maximum size by hard blows of the point of a geologist's pick. HARD Can be scratched with knife or pick only with d[fficulty. Hard blow of hammer required to SOFT Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces detach hand specimen. several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. MODERATELY Can be scratched with knife or pick. Gouges or VERY SOFT Can be carved with knife. Can be excavated HARD grooves to 1/4 inch deep can be excavated by readily with point of pick. Pieces 1 inch or hard blow or point of a geologist's pick. Hard more in thickness can be broken with finger specimen can be detached by moderate blow. pressure. Can be scratched readily by fingernail. JOINT BEDDING AND FOIJATION SPACING IN ROCKt' ROCK QUAIJTY DESIGNATOR (RQD)** Spacing Joints Bedding and Foliation RQD, as a percentage Diagnostic description Less than 2 in. Very close Very thin Exceeding 90 Excellent 2 in. to 1 ft. Close Thin 90-75 Good 1 ft. to 3 ft. Moderately close Medium 75-50 Fair 3 ft. to 10 ft. Wide Thick 50-25 Poor More than 10 ft. Very Wide Very thick Less than 25 Very poor *Joint spacing refers to the distance normal to the plane of the joints of a single system or "set" of joints that are parallel to each other or nearly so. The spacing of each "set" should be described, if possible to establish. **ROD should always be given as a percentage. Diagnostic description is intended primarily for evaluating problems with tunnels or excavation in rock. RQD = 100 (lengths of core in pieces 4 in. and longer/length of run)(1 in. = 25.4 mm; 1 ft. = 0.305 m) KEY TO BEDROCK DESCRIPTIONS FIGURE A-2 ~ - EXPLORATORY BORING: EB-1 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: CARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 F-..;r->!!:. ~ w 0 z I W h:~=' ~ w!:S ..J 0 ...J 5 Cl) 5- 10- 15- 20- 25- 30- This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions bet\oveen soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 6" of AC OVER 5" of AB ::>ANU:::IIUNt:. completely weathered, friable, very soft, olive brown w a_ i'= ...J 5 Cl) BED ~c~~TO~----------------------- completely weathered, friable, very soft, olive brown to light gray light olive brown _ BED - ~-----------------------------Bottom of boring at 16.5 feet - - - GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED T Zw-~ Qur: I~ w~ ~~~ o::-Cll_ :::Jf-ZLL r-Z f-CI)$ Cllw Wtl -f-00.. w-o oz ~-zCil...J ~~@_ 20 tl 0 43 ~ r--.: 54 ~ r--.: ~ 50 1/\ r--.: (.') ;:;:w Cll> Cllw <(-o._Cil f-0 zo w~ tlO o::z w a_ Undrained Shear Strength (ksf) 0 Pocket Penetrometer !':, Torvane • Unconfined Compression .A. U-U Triaxial Compression 1.0 2.0 3.0 4.0 EB-1 241399 EXPLORATORY BORING: EB-2 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: CARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 :r: i=-f--<(f-a_f->"=-w!!:. w -' 0 w 5- 10- 20- 25- 30- 0 z w (!) w -' -' 6 (/) This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location w1th time. The description presented is a simplification of actual conditions encountered. Transitions betvveen soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 6" of AC OVER 8" of AB CLA'r::; I UNt: completely weathered, friable, very soft, olive brown light olive brown GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED T 5l'J--:-w~ [':: w li a_ ~z~ oc-~u: [':: :Jf-o:::~cn f-z -' f-(/Js (/Jw IJJ(.) -f-Oa. 6 w-o oz >--Z(fJ-' (/) ~~~ :2:0 0:: (.) 0 AC/AB rv 22 1/\ '----' - ~X 17 '----' BED r--- 48 'X -~ rv 56 1/\ r--- rv 60 1/\ r--- - - - (!) ~w (/)> (fJw <(-a_(/J f-0 zo w~ llO <Yz w a_ Undrained Shear Strength (ksf) 0 Pocket Penetrometer /'-, Torvane e Unconfined Compression A U·U Triaxial Compression 1.0 2.0 3.0 4.0 EB-2 241399 EXPLORATORY BORING: EB-3 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: CARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 i=-<(1->~ w -' w I ,__ o._l-w~ Cl 5- 10- Cl z w C) w -' -' 0 C/) This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 5" of AC OVER 6" of AB CLAY::iiUNI::. completely weathered, friable, very soft, light olive brown ou ~ SANDS'I UNI::. @ completely weathered, friable, very soft, light olive brown -~ttomof~~9~ffi]fe~------------- 20- 25- 30- GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED TR - - - - - w [l_ ~ -' 0 C/) AC/AB BED BED 1---- Zw-~ Qo,_: I LU~ o::-~LL ~~~ =>I-,_z 1-CI)s C/)w W() -I-CJQ_ w-o oz ~-ZCI)-' ~~@. 20 () Cl c--- 17 X '--- ----13 X '--- ----41 X '--- c- 52 X c--- 54 X '--- C) ~w C/)> Cl)w <(-o._C/) ,_o zo w~ ()O O::z w [l_ Undrained Shear Strength (ksf) 0 Pocket Penetrometer !', Torvane • Unconfined Compression A U-U Triaxial Compression 1.0 2.0 3.0 4.0 EB-3 241399 EXPLORATORY BORING: EB-4 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: 'cARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 i=-<(f->~ ill ...J ill 5- 10- 15- 20- 25- 30- 0 z ill ~ ill ...J ...J 0 (/) This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions betv.een soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 4" of AC OVER 9" of AB CLAYSTONE completely weathered, friable, very soft, olive brown Bottom of boring at 16.5 feet GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED TR Q~;=: i'= LU II w~ (L ~~~ oc-<ii_ i'= ::::>f-,_z ZlL ...J f--(/)5 (/)ill WU -f-on. 0 w-o oz >--Z(f)-' (/) willw 20 tl: o.tl:-(J Cl AC/AB 24 ~ r---- KI 19 1/\ -r---- BED 38 ~ -r---- 33 ~ r- -rv 29 1/\ r- - - - ~ ~ill (/)> (/)ill <(-o_(f) ,_o m~ uo ocz ill (L Undrained Shear Strength (ksf) 0 Pocket Penetrometer /1, Torvane • Unconfined Compression .& U-U Triaxial Com pression 1.0 2.0 3.0 4.0 EB-4 241399 '\ EXPLORATORY BORING: EB-5 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: CARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 ;:::~ <(f->'=-w -' w 5- 10- 15- 20- 25- 30- This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions bet\Neen soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 5" of AC OVER 12" of AB POORLY GRADED GRAVEL WITH CLAY [FILL] loose, moist, brown, fine to coarse sand, fine to coarse gravel (sub-angular/rounded) medium dense w 0.. ~ -' 0 "' AC/AB GP-GC, FILL - rc~~ro~----------------------- completely weathered, friable, very soft, light olive brown to light gray - BED ;)AI'!IU;:)IUNt: completely weathered, friable, very soft, dark olive brown -BED Bottom of boring at 16.5 feet - - - GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED T 6~--:-~ II w*' i=ztL ~-~(2 ~~rn ::>>-.-z W(.) f-C/)5 "'w 00.. w-o ->-~-z"'-' oz wWm :;;o o..~-(.) 0 0 ~ r- r- 15 IX r- 14 ~ r- (9 z (i) "' <( 0.. >-z w (.) ~ w 0.. Undrained Shear Strength (ksf) 0 Pocket Penetrometer D Torvane e Unconfined Compression ,A. U-U Triaxial Com pression 1.0 2.0 3.0 4.0 EB-5 241399 EXPLORATORY BORING: EB-6 Sheet 1 of 1 DRILL RIG: MOBILE CME-75 PROJECT NO: 241399 BORING TYPE: 8-INCH HOLLOW-STEM AUGER LOGGED BY: PROJECT: LA COSTA PALOMA APARTMENTS LOCATION: CARlSBAD, CA START DATE: 10-14-15 FINISH DATE: 10-14-15 COMPLETION DEPTH: 16.5 FT. z 0 F-<(1->fS w ..J w I ,__ o._l-wfS 0 5- 10- 15- 20- 25- 30- 0 z w (!) w ..J ..J 0 C/) This log is a part of a report by TRC, and should not be used as a stand-alone document. This description applies only to the location of the exploration at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions betvveen soil types may be gradual. MATERIAL DESCRIPTION AND REMARKS SURFACE ELEVATION: 4.5" of AC OVER 10" of AB CLAYSTONE completely weathered, friable, very soft, light olive brown to light gray light olive brown olive brown rs~~TO~------------------- completely weathered, friable, very soft, light olive brown to light gray Bottom of boring at 16.5 Teet GROUND WATER OBSERVATIONS: NO FREE GROUND WATER ENCOUNTERED zw-UJ~ !; w Qur: II o::-"-1-Z"-:>I-"'-~ ~f"=(/j ,_z zu.. ..J 1-C/J:s: C!JW wo -I-00.. 0 w-o oz &-z"'-' C/) ~~@. :2:0 0 0 AC/AB - BED - 1--- BED 22 ~ -Kl 30 1/\ f-- - - - (!) ;;!;w "'> C/Jw <(-o._CIJ ,_o zo w~ oo O::z w "- Undrained Shear Strength (ksf) 0 Pocket Penetrometer D Torvane e Unconfined Compression .& U-U Triaxial Compression 1.0 2.0 3.0 4.0 EB-6 241399 j) APPENDIXB LABORATORY PROGRAM The laboratory testing program was directed toward a quantitative and qualitative evaluation of the chemical properties of the soils underlying to aid in verifying soil corrosion potential. * * * * * * * T * * * * * * AppendixB 240182 EB-3 1A 1.5-3 473 390 1,459 0.1459 7.2 16.5 Pale Olive Sandy CLAY Daniel McCallum From: Leek, Scott [mailto:SLeck@trcsolutions.com] Sent: Tuesday, December 08, 2015 1:37 PM To: Scott Raap Subject: RE: Community housing Eucalyptus View Scott, Our geotechnical reports recommend, but don't require that we do a plan review. I can review the plans and let you know if there are any issues from a geotechnical standpoint, but won't write a letter. Regards, Scott M. Leek, P.E., G.E. Principal Geotechnical Engineer 1920 Old Middlefield Way, Mountain View, CA 94043 T: 650.967.2365.134 I F: 650.967.2785 I C: 650.444.5173 Follow us on Linkedln or Twitter 1 www.trcsolutions.com From: Leek, Scott [mailto:SLeck@trcsolutions.com] Sent: Tuesday, December 08, 2015 1:43 PM To: Scott Raap Subject: RE: Community housing Eucalyptus View The foundation plans look fine. Regards, Scott M. Leek, P.E., G.E. Principal Geotechnical Engineer 1920 Old Middlefield Way, Mountain View, CA 94043 T: 650.967.2365.1341 F: 650.967.27851 C: 650.444.5173 Follow us on Linkedln or Twitter 1 www.trcsolutions.com