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HomeMy WebLinkAbout1953 DOVE LN; PC REVISIONS; PCR16053; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-26-2016 Plan Check Revision Permit No:PCR16053 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: 1953 DOVE LN CBAD PCR 2131120700 $0.00 Status: Lot#: 0 Applied: Construction Type: NEW Entered By: Plan Approved: Issued: Project Title: LA COSTA PALOMA: PV REVISIONS TO ELECTRICAL Inspect Area: Applicant: JACQUELINE DEAN 3055 CLEARVIEW WAY SAN MATEO CA 94402 714-453-7487 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $537.50 Inspector: Owner: DOVE FAMILY HOUSING ASSCS 1820 S ESCONDIDO BLVD #101 ESCONDIDO CA 92025 $537.50 $0.00 $0.00 Total Payments To Date: $537.50 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 03/18/2016 SLE 04/26/2016 04/26/2016 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "lrrposition" r:J fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 00 days from the date this penrit was issued to protest irrposition of these fees/exactions. If you protest them, you rrust follow the protest prooedures set forth in Gbvemrrent Code Section 66020(a), and file the protest and any other required infonration Vllith the City Manager for prooessing in a=rdance IMth Carlsbad Munidpal Code Section 3.32.030. Failure to tirrely follow that prooedure VIIi II bar any subsequent legal action to attack, review, set aside, void, or annul their irrposition. You are hereby FURTHER N011FIED that your right to protest the spedfied fees' exactions DOES NOT N'PL Y to water and SEMer oonnection fees and capadty changes, nor planning, zoning, grading or other sirrilar application prooessing or service fees in oonnection Vllith this project. NOR DOES IT APPLY to any fees/exactions ofW!ich vou have oreviousl been aiven a NOTICE sirrilar to this or as to Wiich the statute of !irritations has oreviouslvother\Mse exoired. City of Carlsbad PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Checl< Revision No. ·R:,R i \.D -5-3 Project Address 1953 Dove Lane Original Plan Check No.QB J '5 3 I (.Q 3 Date 3/18/2016 Contact -.J~cqc,efiAt Oeti\"1 Ph /l'i-L('S3-7Y'&/ Fax Email jo-. eq ut \\()e. dla.Yl~ '5D loJ c:r~. C.OfVl Contact Address ~55" C... I eArv \-ew w """"'f City &v'J (r)a .\(o Zip ~'1<{ o (_ General Scope of Work Solar Installation ,... RJ..vl'~ tyl\.:1 +o fu-et::r t" c_o...[) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [Z] Plans 0 Calculations 0 Soils D Energy 0 Other 2. 3. Describe revisions in detail List page(s) where each revision is shown see attached ~-BaJ) cohll.Xs 5. Does this revision, in any ~Cflter the exterior of the project? [Z] Yes 6. Does this revision add ANY new floor area(s)? D Yes [Z] No 7. Does this revision affect any fire related issues? D Yes [Z] No 8. Is this a complete set? ~ Yes~ Victoria Wan "~':c'"''':,··::·;:::\""'""' ~Signature ______ ··:.;,:.·~~-~·~·=-=-· · _________________ _ 4. List revised sheets that replace existing sheets 0No 1635 Faraday Avenue. Carlsbad, CA 92008 Ph: 7 60-602-2719 Fax: 7 60-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov List Page list sheets that where revision replace Describe revisions in Detail is shown existing sheets 8kW inverter added at MP1 PV2 PV2 LC2 updated to 200A PV2 PV2 2 8kW inverters and 1x 125LC added at MP3 PV2 PV2 inverter swap to 8kw at MP7/8 PV2 PV2 inverter swap to 8kw at MP11 PV2 PV2 inverter swap to 8kw at MP12 PV2 PV2 clarification of POl location at building 1941 PV2 PV2 conductor sizes adjusted per field conditions PV18 PV18 equipment location adjusted per SDG&E PV23 PV23 conductor sizes adjusted per field conditions PV24 PV24 equipment changes/additions per SDG&E PV25 PV25 equipment location adjusted per SDG&E PV26 PV26 conductor sizes adjusted per field conditions PV27 PV27 equipment changes/additions per SDG&E PV28 PV28 conductor sizes adjusted per field conditions PV30 PV30 conductor sizes adjusted per field conditions PV33 PV33 disconnects added on before and after trench PV34 PV34 conductor sizes adjusted per field conditions PV35 PV35 equipment location adjusted per SDG&E PV37 PV37 conductor sizes adjusted per field conditions PV38 PV38 equipment changes/additions per SDG&E PV39 PV39 conductor sizes adjusted per field conditions PV41 PV41 equipment changes/additions per SDG&E PV42 PV42 equipment location adjusted per SDG&E PV43 PV43 conductor sizes adjusted per field conditions PV44 PV44 equipment changes/additions per SDG&E PV45 PV45 wire schedule change per field conditions PV45 PV45 equipment location adjusted per SDG&E PV46 PV46 conditor sizes adjusted per field conditions PV47 PV47 equipment location adjusted per SDG&E PV48 PV48 it 3055 Clearview Way, San Mateo, California 94402 Tel: 650.638.1028 www.solarcity.com Project Name CHW La Costa Paloma SolarCity Job #_9_2_16.;...2_0_3 ________ _ Request: RFI#: 4 ----Date: April 27, 2016 Subject: Use 50A breakers for 45A breakers. To: Ben Liu Firm: SolarCity Page/Detail_-______________ _ RequestBy:_J_on_P_ul_id_o ___________ _ Inspector is requesting a stamped letter from Electrical Engineer stating that build conforms with the plans intent. Letter is required becasuse 50A OCP was installed for 8.2kW primos when plans called for 45A. Please review and stamp. RECORD COPY Drawings Attached: 0 Response Requested By Date: ..:..A""p.,;,;ri;...;l 2""7-'-, .::::;20~1;...;6;....._ __________ _ Res onse: This is acceptable, so long as minimum #6 AWG Cu inverter output conductors were installed. Drawings Attached: D Date: 4/27/2016 Response Issued By: ....::B;...;e:..:..n;.o,:ja:::.m:..:..i;.;..;n....::L:..:..iu::;.._ ______ _ Stamp or Signature: ~M~M~Jamin Liu ~~r-L:41 :02 -07'00' APR 2 7 l EsGil Corporation In (}?artnersliip witli government for CBuifaing Safety DATE: April 21, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: PCR16-53/PC15-3763 PROJECT ADDRESS: 1953 DOVE LANE SET: III D APPLICANT ~IS. D PLAN REVIEWER D FILE PROJECT NAME: REVISED ELECTRICAL DESIGN FOR SOLAR PV ADDITION FOR COMMUNITY HOUSING WORKS ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. 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: SOLAR CITY [gj 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: Solar Gity ____.,. Telephone#: 714-453-7487 Date contacted: ~ (~Y ) Email: Jacqueline.dean@solarcity.com Mail Telephone Fax -;a~rson D REMARKS: By: Eric Jensen EsGil Corporation 0 GA [gJ EJ 0 MB 0 PC Enclosures: 04/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In a'artnersliip witli government for CBuiftfing Safety DATE: April 12, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: PCR16-53/PC15-3763 PROJECT ADDRESS: 1953 DOVE LANE SET: II ~PPLICANT D JURIS. D PLAN REVIEWER D FILE PROJECT NAME: REVISED ELECTRICAL DESIGN FOR 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. k8J 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. k8J 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. k8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Solar City Telephone#: 714-453-7487 ~..,Pate c9f'ltacted: ttl \"1-(by: ~ Email: Jacqueline.dean@solarcity.com ~Mail/ Telephone Fax In Person D REMARKS: By: Eric Jensen EsGil Corporation 0 GA iZ! EJ 0 MB 0 PC Enclosures: 04/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' CARLSBAD PCR16-53/PC15-3763 April 12, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD 3763 PROJECT ADDRESS: 1953 DOVE LANE PLAN CHECK NO.: PCR16-53/PC15- 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: 04/08 REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: Apri112, 2016 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 corrected 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, Engineering 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 PCR16-53/PC15-3763 Apri112, 2016 • 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 1. Review PV 24 & 25 for LC 25 design: Not enough inverters. 2. Provide the following signage design: o I need to be able to walk up to an inverter and be referenced to the load center and its location: So the inverter needs a designation and a map to the appropriate loadcenter. o I need to be able to walk up to each loadcenter and know where it is being fed from: So I need a loadcenter designator and a map to the appropriate distribution board/service/or disconnect location to be posted at the loadcenter. 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. EsGil Corporation In (}?artnersliip witli government for CBuiMing Safety DATE: March 30, 2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: PCR16-53/PC15-3763 PROJECT ADDRESS: 1953 DOVE LANE SET: I ~PLICANT ~~~~IS. D PLAN REVIEWER D FILE PROJECT NAME: REVISED ELECTRICAL DESIGN FOR 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. [g) 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. ['8J The applicant's copy of the check list has been sent to: SOLAR CITY 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 C.~ Date contacted: 3 ~3C (~ ) Jl Mail X' Telephone~ \f\. Fax In Person D REMARKS: By: Eric Jensen EsGil Corporation 0 GA [2:1 EJ 0 MB 0 PC Telephone#: 714-453-7487 Email: Jacqueline.dean@solarcity.com Enclosures: 03/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD PCR16-53/PC15-3763 March 30, 2016 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD 3763 PROJECT ADDRESS: 1953 DOVE LANE PLAN CHECK NO.: PCR16-53/PC15- 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: 03/21 REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ): DATE REVIEW COMPLETED: March 30, 2016 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 corrected 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, Engineering 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? DYes D No CARLSBAD PCR16-53/PC15-3763 March 30, 2016 • 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 1. Update the single line for building 1925. 2. Review the LC designs on sheet PV2 and explain the design? (The LC's don't match the inverter inputs? 3. Building 1937/1941 has an 8.2 kW inverter? Are there three inverter types now? 4. Building 1949 is missing loadcenter descriptions. 5. Sheets PV 37, 38, 39 don't match the revised location description of sheet PV2. 6. Look at sheet PV23: The layouts don't match the elevations, why is there two utility company disconnects, where's the normal power utility service, why do the layouts look like garages but the detail square seems to be at the buildings? Review all buildings. What I'm mainly interested in is the PV service disconnecting means location relative to the building services and common grounding. I will review all building set-ups at the next submittal. 7. Look at sheet PV25: Doesn't both loadcenters have (4) 8 kW inverters? 8. Plans are chock full of inconsistencies throughout. Appears to be the result of the revisions not being completed throughout the plans (layouts, single lines, etc). Please review the entire set and present a finaled design that incorporates the revisions in a consistent manner. A complete plan rereview will take place at this time. 9. A Note of Caution: Slipsheets for so many buildings is dicey. 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 PCR16-53/PC15-3763 March 30, 2016 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 3763 PREPARED BY: Eric Jensen BUILDING ADDRESS: 1953 DOVE LANE BUILDING OCCUPANCY: U; 11-B BUILDING AREA Valuation PORTION (Sq. Ft.) Multiplier CARPORT PV SOLAR PANELS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance ~J Plan Check fee by Ordinance ... , Type of Review: 0 Complete Review 0 Repetitive Fee ~]Repeats * Based on hourly rate Comments: o Other 0 Hourly EsGil Fee PLAN CHECK NO.: PCR16-53/PC15- DATE: March 30, 2016 Reg. VALUE Mod. o Structural Only ~---5-;1 Hrs. @ • $86.00. ($) $537.501 $430.001 Sheet 1 of 1 macvalue.doc + SolarCity 3055 Clearviev'i San 2489: 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 82290 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 Summary 2 Vicinitv Map 3 USGS Site Data 4 Dead Load Summarv 5 Lateral load Analysis 6 Roof Framing Analysis 1 ZEP PV System 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 wem checked under the loading condition before and after PV system installation. The framing was checked 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 (ltop 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 lllJSGS 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 1/11/III 2mi 1------'----, 5000m mapquest USGS-Provided Output 55 = 1.059 g 51= 0.409 g SMS = 1.140 g SMl = 0.651 g Sos = 0.760 g 5 01 = 0.434 g ® lllliipQ.ues:t 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. -= _. II (II MCE" Response Spectrum 1.20 1.09 0.!'/G 0.94 0.72 O.GO 0.49 0.3!> 0.24 0.12 0. 00 t---1;---+--l--t---1---1---l--t---t--l 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 u;o 1.90 2.00 Period. T (sed Design Response Spectrum 0.99 0.90 0.72 O.G4 0.5!; -= 0.49 .... II 0.40 (II 0.32 0.24 o.u; 0.09 0. 00 --1--+--+---1--1 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 l.GO 1.90 2.00 Period. T ( s~l!:c) Although this information is a product of the U.S. Geological Survey1 we provide no warranty1 expressed or implied1 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=-11 i'.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 Length 292ft Effective Wall Area 304 sf Effective Wall Area 1,168 sf Average Wall Weight 10 psf Average Wall Weight 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 System 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 < 8.0B:.e!P CHECK MP3&4-North-South Direction MP3&4 -East-West Direction Roof Area 3,154 sf Roo/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 I side Project Name: LaC osta Pal om a 10/23/2015 10:39:53AM I of! Component Solutions™ Truss Version: 5.21.0 [Build 5] Span 38-0-0 0-4-0 Pitch 4/12 6-10-8 6-10-8 Qty I OHL 0-4-0 6-0-12 12-11-4 OHR 0-4-0 6-0-12 19-0-0 38-8-0 5x5- 5 CANTL CANTR 0-0-0 0-0-0 6-0-12 6-0-12 25-0-12 31-1-8 Date: Page: PLYS I Spacing 24in 6-10-8 38-0-0 WGT/PLY !50 lbs 0-4-0 1x4/ ~==========~==========~TI=========~=~=~; Loading Load TCIL: TCDL: BCLL: BCDL: 0-0-0 (psfj 20 14(rnke) 0 6 Plate OffSets (Jnt.X, Y,Ang). Reaction Summary JT Type Brg Conbo l Pin (Wall) 1 9 H Roll (Wall) I Material Summary TC DFL#2 2x4 BC DFL#2 2x4 Webs DFL #2 2x4 Loads Summary 9-10-14 9-10-14 General Bldg Code: IBC 2012/ 1PI 1~2007 Rep Mbr Increase : Yes D.O.L.: 125% 9-1-2 19-0-0 CSISummary TC: 0.86 (8-9) BC: 0.83 (9-10) Web: 0.77 (6-12) Deflection vert lL: o.n in \brtLL: 0.19 in Hotz lL: 0.22 in Creep Factor, Kcr= 1.5 9-1-2 28-1-2 L/ L/625 L/999 (Joe) (10-11) (9-10) 9 (1.4-14,2-1,0.) (2.0-0,3-11,33.) (3.0-9,1-11,18.) (4.0-0,3-11,18.) (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.) {ll :0-0,2-0,0.) {12:0.0 3-8,0.) (13:0-0 3-8,0.) BtgWidth 3.5 in 3.5 in Material Steel Steel Rqd Brs Width 1.50 in 1.59 in Max React 1,3lllbs 1,49llbs Max Gmv Uplift Max MWFRS Uplift Max C&C Uplift Bracing Summary TC Bmcing: Sheathed orPurlins at2-2-0, Purlin design by Others. BC Bracing: Sheathed orPurtins at l0-0-0, Purlin design byOtllers. 1) Mininrumstorng: attic loading in accordance with IBC Thble 1607.1 has not been applied 2) In acconlance with IBC Thble 1607.1, minimumBCIL's do not apply. Load CaseLrl: Std Live Load Distribuled Loads Merrber Location I Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9..0 15-3..0 Down Proj -20 psf -20 psf 24 in Load Case D 1: Std Dead Load Distribuled Loads Me<rim Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9-0 15-3..0 Down Rak<: 6 psf 6 psf 24 in Member Forces Summary Table indicates: MerrberiD, max CS~ max axial fon:e, (max compr fon;;e if different fmmtrnX axial force) TC 14-1 0.009 7lbs 4-5 0.390 -2,277 lbs 8-9 0.860 -3,854lbs 1-2 0.703 -3,3481bs 5-6 0.390 -2.296 Ibs 9-15 0.009 7lbs 2-4 0.405 -3,044lbs 6-8 0.470 -3~397 lbs BC 9-10 0.831 3,603 lbs 12-13 0.653 2,621lbs 10-12 0.649 2,847 lbs 13-1 0.765 3,130lbs Webs 2-13 0.088 -346lbs 5-12 0.173 978lbs 8-10 0.135 -548lbs 4-13 0.094 400 lbs 6-12 0.772 -895 lbs 4-12 0.532 -6I8lbs 6-10 0.096 545 lbs Notes: 1) When this truss has been chosen forqualityassurnnce inspection, the Plate PlacerrentMethod per'IPI l-2002/A3.2 shall be used. Cq = 1.17. Allowed L/ 180 L/240 Max Uplift 9-10-14 38-0-0 Max Horiz 0 lbs 0 lbs NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirerrents supplied by the Truss Manufacturer and relies upon the accurncy and completeness of the inforrrntion sa forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shoWll. See the cover page and the "Important Infonnation & Gcnernl Notes" page for additional inforrrntion. All connector plates 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 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. 0-0-0 Simpson Strong-Tie Company ' Simpson Strong-Tie Truss: All MP' s PV 2 Side Project Name: La Costa Paloma 10/23/2015 10:41:19AM Jofl Component Solutions™ Truss Version: 5.21.0 [Build 5] Span 38-0-0 0-4-0 0-0-0 Loading Load (ps~ TCIL: 20 TCDL: 14(r.llie) BCLL: 0 BCDL: 6 Pitch 4/12 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 CSISummary IBC 2012/ TC: 0.95 (8-9) 1PI l-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 \lert1L: '\krtlL: HotzlL: 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 (toe) (12-13) (9-10) 9 Plate Offiiets (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.) (ll:0-0,1-12,0.) (12:0-0,3-8 0.) (13:0-0 3-8,0.) Reaction Summary JT Txpe BrgConi.lo l Pin(Wall) 1 9 HRoll(Wall) 1 Material Summary TC DFL#2 2x4 BC DFL#2 2x4 Webs DFL #2 2x4 Loads Summary BrgWidth 3.5 in 3.5 in Material Steel Steel Rgd Btg\Vidth 1.50 in 1.50 in l)Minirrmmstom~ attic loading in accordance with IBC Thble 1607.1 has not been applied 2) In accotdance with IBC Thb1e 1607.1, minirrmm BCIL's do not apply. Load CaseLrl: Std Live Load Distributed Loads MenDer Location I Location 2 Direction Top Chd 2~9..() 15~3-0 Down Top Chd 23~2-0 32~7-0 Down Load CaseD I: Std Dead Load Distributed Loads MenDer Location 1 Location 2 Direction Top Chd 2~9-0 15-3-0 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 l,302lbs Bracing Summary TC Bmcing: Sheathed orPurlins at 2-1-0, Furlin design by Othen>. BC Bracing Sheathed orPurlins at 10-0-0. 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 Start Load End Load Trib Width Rake 6 psf 6 psf 24 in Rake 6 psf 6 psf 24 in Member Forces Summary Table indicates: MerrberiD, max CSL max axial force, (max compr force if different from IrnX axial force) 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 7lbs 2-4 0.440 ~2 830 Ibs 6-8 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 2.9291bs Webs 2-13 0.088 -348lbs 5-12 0.185 837lbs 8-10 0.100 408lbs 4-13 0.094 402lbs 6-12 0.564 ..654lbs 4-12 0.533 -618lbs 6-10 0.089 450 lbs Notes: 1) When this truss has been chosen for quality assurance inspection, the PlatePlacem;:ntMethod per'IPI 1-2002/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 Max Horiz 0 lbs 0 lbs WGT/PLY 150Jbs 0-4-0 0-0-0 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirem;:nts supplied by the Truss Manufacturer and relies upon the accuracy and completeness ofthe information set forth by the Building Designer. A seal on this dmwingindicates acceptance of professional engineering responsibility solely fur the truss colll'onent design shown. See the cover page and the "Important Information &Geneml Notes" page for additional information. All connector plates shall be nnnufactured by Simpson Strong-'De Company, Inc in accordance withESR-2762. All connector plates are 20 g;tuge, unless the specified plate si7.e is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 g;tu~ plate. Simpson Strong-Tie Company CALCULATION OF DESIGN WIND LOADS -ALL MPS Mountina .Plane Information Roofing Material PV System Type Spanning Vents Standoff (Attachment Hardware) Roof Slope Rafter Spacing Framinq Type I Direction Purlin Spacing Tile Reveal Tile Attachment System StandinQ Seam/Trap SpacinQ Wind Desi n Criteria Wind Design Code Wind Design Method Basic Wind Speed Exposure Category Roof Style Mean Roof Hei ht ... X-X PurlinsQnly Tile Roofs Only Tile Roofs Only SM Seam Only Wind Pressure Calculation Coefficients Wind Pressure Exposure Topographic Factor Wind Directionality Factor Im ottance Factor Velocity Pressure Ext. Pressure Coefficient (Up) Ext. P~sure toefficient_CDowrr) •· Design Wind Pressure Wind Pressure Up Wind Pressure Down GCn lllol It<,. GC~tbnwnl p Pcuol Pr"n~n\ ALLOWABLE STANDOFF SPACINGS Max Allowable Standoff Spacing Max Allowable cantilever · Standoff Confi uration Mi;lx Standoff Tributary Area PV Assembly Dead Load N~t Wind Upliftat Standoff Uplift Capacity of Standoff Standoff Demand Ca .aci · .. · Camp Roof S()larCity SleekMountT": No Como· Mount TVoe c 18° 241'0:c. Y-Y Rafters NA NA NA NA - ASCE 7-10 Partially[Fi.dly Enclosed j\l)ethbd ·.·. 110 mph ·c Gable Roof 25ft. Wind Pressure -0.88 0.45L p = qh (GCp) -21.8 psf 16.0 QSf X-Direction 48" X-Direction 48" - -- ':__ ...... · .... .... . ~ Fig. 26.5-1A Section 26.7 Fig. 30.4-2A/B/C-5NB Section 26.2 Table 30.3-1 Sectibn .26.8 Section 26.6-1 Fig. 30.4-2NB/C-5A/B Fi!l: 3o.<vJA/s;c~sA;s Equation 30.4-1 Y-Direction 39" NA Y-Direction 65" NA Mono Multi Solutions THE 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 Trln11solar Smart Energy Together mount M 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 Po wind load • 5400 Po snow load LINEAR PERFORMANCE WARRANTY 10 Year Product Warranty • 25 Year Linear Power Warranty 100% 90% I value(, rom Trio 80% Years 10 a Solar's I' IOea 'Warranty 15 20 lliJIII Trina Solar 25 THE Trinilmount MODULE TSM-PD14.18 ------------------------------------------------------------~-------------------- 9."" 8."" 7."" z6·"" ~s.oo ~ 4.00 u 3.00 DIMENSIONS OF PV MODULE unil:mm 938 6-04.3 GROUNDING HOLE 180 Back View 1-V CURVES OF PV MODULE m 80DWlm2 "\ -.......\ 600W/m2 '\\ ----.!1)0 ~\ \ omw, ' "'\\ -- 2."" 1."" 0."" \ \\ o.oo 10."' CERTIFICATION c@us LISTED l\\ 20.00 30.00 40.00 50.00 Voltage(V) ELECTRICAL DATA@ STC Peak Power Watts-PMAx (Wp) 295 300 305 Power Output Tolerance-PMAx (%) 0-+3 Maximum PowerVoltage-VMP (V) 35.8 36.2 36.6 Maximum Power Current-IMPP (A) 8.25 8.28 8.33 Open Circuit Voltage-Vee (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-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, Ambient Temperature 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.ll 310 37.0 8.38 45.5 8.85 16.0 231 34.1 6.77 42.2 7.15 Frame J-Box Cables Black Anodized Aluminium Alloy with Trinamount Groove IP 65 or IP 67 rated Photovoltaic Technology cable 4.0mm' 1400mm Connector TEMPERATURE RATINGS Nominal Operating Cell Temperature (NOCT) H4 Temperature Coefficient of PMAx Temperature Coefficient of Voc Temperature Coefficient of lsc WARRANTY 44°C (±2°C} -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 MAXIMUM RATINGS Operational Temperature Maximum System Voltage Max Series Fuse Rating L ____ _ -40-+85°C lOOOV DC(IEC) lOOOV DC (UL) 15A ~I " 0 "' >I 0 z I I I ail ,::> ----~' ~ ------------------------------------------------------------------------------------------------ Trln11solar Smart Energy Together 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. Solar City ZepSolar Project Name: Community Housing Works -La Casta Paloma Address: 1953 Dove Lane City, State, CA 92009 Code= ASCE/SEI 7-10 Wind Speed= Occupancy Category width= length= max span= Roof Height= Roof Slope= a= 110 mph c II 39ft varies 25 15ft 7 degrees 3.9 feet (ASCE 7-10 Equation 30.8-1) qh = .00256 Kz Kzt Kd V 2 Kz = 0.85 Kzt = 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 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 p= 2 < 4 0 2 44.89 -48.45 44.89 -48.45 >a,_ . a > 4.0a2 29.93 -31.71 29.93 -31.71 l = 15.21 ft2 4.0l = 60.84 ft2 Maximum Tributary Width to purlin = 6.5 feet Digitally signed by Andrew White Date: 2015.10.27 18:22:23 Zone 1 1.57 -1.67 1.57 -1.67 29.93 -31.71 29.93 -31.71 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 l (psf) (lb/ft) (psf) (llb/ftl _....;..... 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"<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 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 -22.61b/ft illiii!IJIII!!!II\IU!III!llllll!l!lllllllll!llllll!llllllllllllli!llllllllll!ll!!li!!!J!Illi!IIIIJIII!ll!lllll!llllllllllii!!!!!!!IIJII!III!IIIII!I!III!IIIIJ!III!IIIllllllii!JIIUI!IIIJIIIJliUII!llliWilllllllllll!llllllllllllllllllllllllllllllj N1 N3 N2 Loads: BLC 1, DEAD Solution: Envelope SolarCity JA 9177184 ·sK-2 City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:31 PM Dead Load zs Beam.r3d -211.31b/ft ~lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllii'''''''''IIIIIIIUIIUIII!ll!JIIIIIU!lllllll!lllllllllllllllllllllllllii--111UIIIIllllllllllllllllllllllll!lllllllllllllllllllll11!111111111llllllllij N1 N3 N2 Loads: BLC 2, WIND DOWN Solution: Envelope SolarCity JA 9177184 SK-3 City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:31 PM Wind Down zs Beam.r3d rmttllllll1111100mllllllllltlll1111li111tttll\lllllllllllllllliilllllliiiiillilllllillllllllliiiilllllllllllllliilliiiiillltlllllllllllliiliiiiilllll!llllltllll11lllllllllllllllllllllt111M1tiTI11lllllllllillllililllllllillllllllliiiilllr!N2 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 ~ ~· " ' .81 ' 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 Shao_e Tvoe 1 MBLCS-12 ... MBL8X3.5 ... Beam 2 MBL C12-12 .. MBL 12X3.5 .. Beam 3 MBLC8x4-1 .. MBL8X3.5 ... Beam 4 SKYC10x3 .... SKY C10x3: ... Beam 5 SKU C10x4 ... . SKY C10x4 .... Beam 6 SKY C8x3.5-. SKY C8x3.5-.. Beam Community Housing Works -La Casts Palma Nu .3 .3 Desian List Material Desian Rules cs A607 C1 Gr ... Tvoical cs A6Q7 C1 Gr ... Tvoical cs A607 C1 Gr. .. Tvoical cs A607 C1. Gr ... Tvoical cs A607 C1 Gr ... Tvoical cs A607 C1 Gr ... Tvoical Joint Coordinates and Temperatures Label X fftl y fftl z fftl 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 A rin21 lvv rin4l 1.68 2.732 2.1 3.093 1.68 2.732 1.883 2;909 1.988 4.042 1,673 ~~.71 Temo TFl 0 0 0 0 0 0 Oct 27,2015 4:25PM Checked By: __ lzz rin4l J rin41 17.023 .006 43:99 .008 17.023 .006 28.458 .007 31.026 .007 16.92 .006 Detach From Diao ... . Joint Label X fklinl Y fklinl Z fklinl X Rot.rk-ft/radl Y Rot.fk-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 Disolav 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 Nailin!:l Capacitv 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 Nl.unberforWaii<Stiffnes s3 Gravi!Y_ Acceleration (ft/secA2) 32.2 Wall Mesh Size (in) 12 .. Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis .. y Global Member Orientation Plane xz Static Solver '·. Sparse Accelerated Dynamic 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 Woad· Temperature Concrete Code Masonrv Code Aluminum Code Number of Shear Regions Region Spacing .Increment (in) Biaxial Column Method Parrne Beta Factor{PCA) Concrete Stress Block Use Cracked Sections? Bad Framing Warnings? Unused forceWarninos? Min 1 Bar Diam. Spacing? Concrete Re.bar Set Min % Steel for Column Max% S.te.el for Column Seismic Code Seismic Base Elevation (ft) Add Base Weight? CtZ '· .... CtX T Z(sec) .. ··. T X (sec) RZ i . .· . RX CtExp, Z . Ct Exp. X SD1 . SDS ' S1 . TL (sec) Risk Cat Seismic Detailing Code OmZ ... · Om X RhoZ . .. ·.·. Rho X Community Housing Works-La Casts Palma AISC 14th(360-10): ASD Yes (Iterative) AISC 13th(360-05): ASD AISI S100~07: ASD AF&PA NDS-05/08: ASD < 100F ACI 318-11 ACI 530-08: ASD AA ADM1-05: ASD-Building 4 4 Exact Integration .65 Rectangular 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 fBLC 1 : DEADJ Member Label Direction M2 y M1 y .· . 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 BLC Descriotion 1 DEAD 2 WIND DOWN 3 WINDUP Load Combinations Direction y y Cateaorv DL None None Community Housing Works-La Casts Polma X Gravitv Y Gravitv Z Gravitv Joint Point Oct 27,2015 4:25PM Checked By: __ Distributed Area(Me ... Surface(P ... 2 2 2 Descriotion Solve PD ... SR. .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor i ~~:E~g i .:~ ~ ·~ f I I I I I Envelope Joint Reactions Joint X rlbl LC Yrlbl LC Zllbl LC MX [lb-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 d 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 d 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 ;;.1.382 .· 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 Axialflbl LC v Shearrlbl LC z She ... LC Torau ... LC v-v Mo .. .LC z-z Momentrlb-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 d 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 d 1 d 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 d 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 d 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 v finl LC z finl LC x Rotate rr. .. 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: __ nl Llv Ratio LC nl Liz 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 10.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 4 mblf'J Your Construction Partner (or Solar Success 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 October 14, 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 4-64 65-66 =- 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 management, etc. due to wind pressure. MBL energy and Neal Shah are not accountable for the zep solar and its connections and the C purlin design and its connections. Embedment depth to be specified by geotechnical report per soils table. 1698 Rogers Avenue, Suite 40 I San Jose, CA 95112 Tel 888-885-440 I I Fax 408-521-2131 I www.mbl-energy.com 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+0.6W D+0.7E 0.6D+0.6W 0.6D+0.6E PerCh. 12 (1.0+0.14S05)D+0.7E (0.6-0.14S05)D+O. 7E MADE BY SHEET NUMBER AT CHECKED B'f-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 ( 8)= System Design: Wind Analysis !DirectionaiProcedurel !Conti. 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 o· 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 .L 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 foro· 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 1U'12/~D15 Dffl,!J!l M;aps;-Sumrrt~y R~l IUJSGS Design Maps Summary Report User-specified Input Report Title La Costa Paloma Building Code Reference Document ASCE 7-10 Standard ,:~-.·t>k.::/'"· ,;bllt~s: VSGS h~;;:i.lrd date Bv<:<dz,t:-1·;; h :!:006~ Site Coordinates 33.10386°N, l17.26426°W Site Soil Classification Site Class D -\\Stiff Soli"' Risk Categorv !}1!/IH E====~=:::J 2mi soeo .. USG5-Provided Output s... 1.059 g s, = 0,409 g s". = 1.14o g 5,41 = 0,651 g s.,. = 0.760 g SD1 = 0.434 g For info~mation on how the SS and 51 values above have been calculated from probabilfstfc (risk-targeted) and deterministic g:ro.und mot::ons in the di(et:tion of maximum horf.tonMI tesponse. ~l>eiD>e returrt t-c the app(ic:<lt'ior and· select the "-2009 NEHRPH burld£ng code refcr'enee document. 0.760 Nonbuilding Structure R= C,= Load Combinations 1.25 0.61 1.106 D+O. 7E 0.494 D+O. 7E (Cantilevered Column System) MADE BY SHEET NUMBER AT CHECKED BY 3 NS l) Calculated By: Checked By: Weld Tab Desie:n Plate Design TW= TL= <D= TA= C= s P o.Go-o.Gw= Vo.7E= Vo.Go-o.Gw= h= M= y= b= t= Z= 6.416667 ft 25ft 7 deg 160.4167 ft2 2.91 psf 5.69 plf 20.9 psf 0.61 1402.282 lbs 260.19 lbs 397.77 lbs 3.5 in 1392.21 lb-in 7 in 6 in 0.25 in 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 FvZ Ob= 1.67 Mn/Ob= 2020.958 lb-in DCR= 0.688886 < 1 OK I use 1/4" x 7" x 6" ASTM A36 Plate I Check Weld p 0.6D-0.6W= FExx= 1402.282 lbs 70.00 ksi tw= 0.1875 in bw= 12.50 in Fw= 34.79766 k Vv/Fw= 0.040 < 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 ~J ... .,~ Calculated By: Checked By: Sheet: Structure Design Loads-6 High-52.0 ~ ~~,~-- -"----'r- TL= 25ft tributary length (column spacing) a= 9.33 ft maximum cantilever Dzee= 5.69 plf 8" 12ga Ypanel= 6.42 ft Xpanel= 3.25 ft Trina Module Wpanel= 2.91 psf TW= 6.42 ft tributary width (module height) C= 5 0.61 see Sheet 3 Wdown1= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wup1= 20.90 psf Wup2= 16.00 psf Po= 609.34 lbs (wp *TW+D,)*TL Pwdown= 3657.50 lbs Wwd1*TW*TL Pwdown= 2566.67 lbs Wwd2*TW*TL Pwup= 3352.71 lbs Wwul*TW*TL Pwup= 2566.67 lbs Wwu2*TW*TL PE= 371.70 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 5 1l tLx Loads: BLC 2, W Results for LC 6, W -3.658k -3.112k -2.567k -3.658k -1.829k\ .J, ~t: ~ N2 N4 ----~34 ~~-2.295 18.532 -2.567k Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma -6 High -1.284k N3 Sheet -7 3 high up.r2d ELx Loads: BLC 1, D Results for LC 5, D -.609k -.609k -.609k u-.304k~ -.609k -.609k ~r ,L-------N~i -.304kl ~ ,, ~ l-------~L-------,____--N2 N4 ... 0.74 ~~ 5.426 Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma-6 High Sheet-6 3 high up.r2d Eix Loads: BLC 3, -W Results for LC 7, -W r--r--0' LT' __ M~~··,~·"' 2.567k ·"" 1·677k 3.353k s 13.353k -17·62:"1 -"'1 3.656 2.183___. Z-moment Reaction Units are k and k-ft MBL Energy Sheet-8 AT La Costa Paloma - 6 High 3 high up.r2d &.x .372k .186k ... N3 ,J;J. .372k .... .372k 2 --... .372k .... N2 .372k ... _,... . 186k --'N4 :2 .. ~2.885 D ~ -2.231 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-9 AT La Costa Paloma-6 High 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 - 6 High E [ksil G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 . ... N2 0 3 N3 18.167 4 N4 -18.167 Joint Boundary Conditions Joint Label N1 Member Primary Data Basic Load Cases BLC Descriotion Cateaorv X Gravitv 1 0 OL 2 ·o.· ·w .. LL . 3 -W WL 4 ' .. • .·· E WL·· Load Combinations Nu .3 Oct 12,2015 Checked By: NS I .65 I .49 Therm (\1 E5 Fl Density[kfftA3] Yield[ksi] 46 y fftl TemofFl 2.5 0 12.75 0 15 0 10.5 0 Foot in Material ASTM A500 GrB ASTMA500 GrB Y Gravitv Joint Point Distributed -1 7 7 7 7 D . f escnot1on S P S BLCF BLCF BLCF BLCF BLCF BLCF BLCF BLCF B C 0 ... ... ... ac ... ac ... ac ... ac ... ac ... ac ... ac ... ac ... L Fac ... BL c Fac ... 1 0+0.6W Yes y 1 1 2 .6 2 0:6D;.;0.6W :Ves y 1 .a 3 .6 3 1.1 060+0. 7E Yes y 1 1.10€ 4 .7 4 , 0.4940.f!l7E Yes y 1 .494 4. .7 .·· 5 0 y 1 1 6 ' ' w,· y 2 1 ' 7 -W y 3 1 8 E y .· 4 1 Member Point Loads CBLC 1 : DJ Member Label Direction M2 y M2 y RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Oesign\Calcs\3 high up.r2d] Page 10 miJ!ll : MBL Energy :AT IIIRI TECHNOLOGIES Company Designer Job Number Model Name : La Costa Paloma - 6 High Member Point Loads fBLC 1 : D) (Continued) Member Label Direction 3 M2 y 4 M2 y 5 M2 y 6 M2 y 7 M2 y Member Point Loads fBLC 2 : WJ Member Label Direction 1 M2 v 2 M2 v 3 M2 v 4 M2 v 5 M2 v 6 M2 v 7 M2 v Member Point Loads fBLC 3 : -WJ Member Label Direction 1 M2 v 2 M2 v 3 M2 v 4 M2 v 5 M2 v 6 M2 v 7 M2 v Member Point Loads fBLC 4 : EJ Member Label Direction 1 M2 X 2 M2 ' X 3 M2 X 4 M2 .. ,· X 5 M2 X 6 M2 .. X 7 M2 X Member Section Forces LC Member Label Sec 1 1 M1 1 2 .. ·•· 2 3 3 4 4 5 5 6 1 M2 ,, 1 7 2 8 3 9 4 10 ' .5 11 2 M1 1 12 2 13 3 14 4 15 5 16 2 M2 1 MaanitudeLk k-fil -.609 -.609 -.609 -.609 -.304 Maanitudefk k-ftl -1.829 -3.658 .· -3.658 .. -3.112 .· -2.567 -2.567 -1.284 Maanitudeik k-ftl 1.677 3.353 3.353 2.96 . 2.567 2.567 1.284 Maanitudeik k-fll .186 . 372 .. .372 .3.72 .372 .372 .,· .186 Axialrk1 16.545 16.448 16.351 16.254 . ' 16.157 0 .. -.155 . 347 .155 0 .. -7.319 -7.377 -7.435 -7.493 -7.551 0 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh up.r2d] Oct 12,2015 Checked By: NS Locationlft %1 12.076 18.535 24.993 31.451 36.304 Locationlft %1 .308 5.61.9 12.076 18.535 24.993 31.451 36.304 Locationlft %1 .308 5.619 12.076 18.535 24.993 ' 31.451 36.304 Locationlft %1 .308 ' 5.619 12.076 ,'. 18.535 24.993 .. 31.451 36.304 Sheatrlk1 Momentlk-ftl 1.347 -1.823 1.347 -5.274 1.347 -8.724 1.347 ··. -12.175 1.347 -15.626 ;0(14 0 -4.S38 23.806 8;5:22 · . .· 84.35 3.5162 19.639 ;0(12 0 -1.3>15 -1.753 -1.3>15 1.618 -1.3>15 4.988 -1.3:15 8.359 -1.3:15 11.73 -.001 0 Page 11 Company MBL Energy Designer AT Job Number Model Name La Costa Paloma-6 High Member Section Forces (Continued) LC Member Label Sec Axialrkl 17 2 -.093 18 3 .208 19 4 .093 20 ·. 5 0 21 3 M1 1 6.001 22 ' 2 5.894 23 3 5.787 24 4 5.679 25 5 5.572 26 3 M2 1 0 27 2 .216 28 ; ·. 3 -.52 29 4 -.216 30 5 0 31 4 M1 1 2.68 32 2 2.632 33 3 2.585 34 .·· .. 4 2.537 35 5 2.489 36 4 M2 1 0 37 2 .311 38 ' ; 3 ~.732 39 4 -.311 40 5 0 ·.· Member Section Deflections LC Member Label Sec x rinl 1 1 M1 1 0 2 '··. .. ' .. 2 -.002 3 3 -.004 4 ; ' 4 -.006 ' 5 5 -.008 6 1 M2 ; •. 1 -.143 7 2 -.143 8 3 -.143 9 4 -.143 10 . 5 ~.143 ·. 11 2 M1 1 0 12 2 0 13 3 .002 14 ... 4 .003 15 5 .004 16 2 M2 1 .059 17 2 .059 18 · .. 3 .059 19 4 .059 20 ·. . 5 .059 21 3 M1 1 0 22 ' 2 0 23 3 -.001 24 . 4 ~.002 25 5 -.003 26 3 M2 1 .264 27 2 .264 28 3 .264 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high up.r2d] Shearrkl 2.266 -3.945 -1.561 0 1.581 1.581 1.581 1;581 1.581 0 -1.431 3.208 1.427 -:003 1.57 1.57 1.57 1.57 1.57 0 -.665 1.493 .662 -.003 v rinl 0 .003 .022 .065 .143 ~3.905 -1.469 .01 -.552 .:1.903 0 · .• 002 -.001 -.019 -.059 2.018 .764 ~.004 .203 .766 0 -.. 023 -.083 ~.168 -.266 -:317 -.028 -.035 Oct 12, 2015 Checked By: NS Momentrk-ftl -12.167 -42.24 -8.971 0 16.943 12.891 8.839 4.787 .734 0 7.314 27.247 7.602 0 16.42 12.398 8.375 4.352 .329 0 3.403 12.655 3.529 0 In) L/v Ratio NC NC 5597.642 1884.599 859.067 219.516 1010.488 229.645 325.117 NC NC NC NC 6634.809 2068.005 350.9 NC 570.486 779.691 NC NC 5339.626 1486.822 734.102 462.428 NC 1518.773 1560.739 Page 12 : MBL Energy :AT Oct 12, 2015 Checked By: NS : La Costa Paloma -6 High ===========================================-:============= Member Section Deflections (Continued) LC Member Label Sec x linl v linl (n) Llv Ratio 29 4 .264 -.7!56 1000.359 30 5 .264 -1.7'85 299.236 31 4 M1 1 0 0 NC 32 .· 2 0 -.022 5515.834 33 3 0 -.08 1540.36 34 4 0 -.1E>1 762.947 35 5 -.001 -.2!55 482.435 36 4 M2 1 .253 .183 NC 37 2 .253 .144 NC 38 3 .253 ' -~0!33 .· 2037.693 39 4 .253 -.541 607.011 40 ' ,····5 .253 .,1.192 319.498 Member AISC 14th(360-10): ASD Steel Code Checks LC Member Shaoe UCMax Locfftl Shear UC Loclftl Pnc/om lkl PnUom lkl Mn/om lk-... Cb Ean 1 1 M1 HSS10x10x5 .210 10.25 .015 0 286.313 305i.749 86.034 1.546 H1-1b 2 1 M2 HSS10x10x5 .982 18.306 .097 18.306 132.27 305i.749 86.034 1.554 H1-1b 3 2 M1 HSS10x10x5 .149 10.25 .015 0 286.313 305i.749 86.034 1.851 H1-1b 4 2 M2 HSS10x10x5 .· .492 18.306 .045 18.306. 132.27 305i..749 86.034 1.562 H1-1b 5 3 M1 HSS10x10x5 .207 0 .018 0 286.313 305i.749 86.034 1.62 H1-1b 6 3 M2 HSS10x10x5 ,318 .·· 18.306 ··.037 18.306 132:27 305.749 86.034 1.535 H1'"1b 7 4 M1 HSS10x10x5 .196 0 .018 0 286.313 305i.749 86.034 1.645 H1-1b 8 4 M2 HSS10x10x5 .148 18.306 .017 18.306 132.27 305i,749 86.034 1.535 H1~1b Joint Reactions LC Joint Label Xlkl Ylkl MZ lk-ftl 1 1 N1 -1.377 16.545 -1.823 2 1 Totals: '·. -1.377 16.545 . . 3 1 COG (ft): X: -.936 Y: 12.514 4 2 N1 . ... 1.31 . -7.319 ~.1.~753 5 2 Totals: 1.31 -7.319 6 2 COG lft): .· . X: -1,584 Y: 12.717 7 3 N1 -1.561 6.001 16.943 8 3 .. Totals: .... · -1.561 6.001 ' . .. 9 3 COG (ft): X: .127 Y: 12.4 10 4 N1 ... .. -1.561 . 2.68 · . 16.42 11 4 Totals: -1.561 2.68 12 4 COG (ft): ·. .; . X: .127 Y: 12.4 .• . RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high up.r2d] Page 13 -mi .. ,.,~ Structure Design Loads-3 High Down-52.1 ---!~_;;f­ ~ ,-.. ~\~~ =-"----'-~~-t---'r-.. - Calculated By: Checked By: Sheet: TL= 24ft tributary length (column spacing) a= 3.58 ft maximum cantilever Dzee= 5.69 plf 8" 12ga Ypanel= 6.42 ft Xpanel= 3.25 ft Trina Module Wpanel= 2.91 psf TW= 6.42 ft tributary width (module height) Cs= 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= 584.97 lbs (wp *TW+Dz)*TL Pwdown= 3511.20 lbs Wwdl*TW*TL Pwdown= 2464.00 lbs Wwd2*TW*TL Pwup= 3218.60 lbs Wwul*TW*TL Pwup= 2464.00 lbs Wwu2*TW*TL PE= 356.83 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 14 tLx Loads: BLC 1, D Results for LC 5, D -.292k N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -.585k -.585k L--J-.292k ,, N2 ,~ 2.803 Sheet-15 La Costa Paloma-3 High Down 3 high Down.r2d lix 'l~l-:1 N2 -1.756 N4 2 / ~-508 ~ -1.149 8.889 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 Iix N2 ~ \_ --· 1 2.464k 1 23 2k 3.219k Loads: BLC 3, -W Results for LC 7, -W Z-moment Reaction Units are k and k-ft MBL Energy AT -8.454 ~~6.213 1.093.......,; La Costa Paloma-3 High Down Sheet-17 3 high Down.r2d ~X ~ Jz7k .. N2 .357k ... -.- .179k _.,... N4 :;E Ill. D16 ~ -1.071 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-18 AT 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 fksi] G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 N2 0 3 N4 -17.41 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases BLC Descriotion Cateaorv X Gravitv 1 D DL 2 w ... l:L ·· 3 -W WL 4 E \1\/L . . Load Combinations Oct 12,2015 Checked By: NS Nu .3 I .65 I .49 Therm (\1 E5 F) Density[klft"3] Yield[ksi] 46 y [ftl Temo fFl 2.5 0 12.75 0 10.5 0 Footing Material ASTM A500 GrB J~STM A5b0 GrB Cb Function It:!:~:: I Y Gravitv Joint Point Distributed -1 I 4 I 4 4 4 Description 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 Yes y 1 .6 3 . 6 ... 3 1.106D+0.7E Yes y 1 1.106 4 .7 4 0.494D+0.7E Ye.s y 1 .494 4 ",7 .... .. .· 5 D y 1 1 6 w y 2 1 I•· 7 -W y 3 1 8 E y 4 1 . . .· Member Point Loads fBLC 1 : DJ Member Label Direction Maanitudefk k-ftl Locationrtt %1 1 M2 y -.292 .448 2 M2 y -.585 5.758 3 M2 y -.585 12.216 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \._ .. \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 19 I Company MBL Energy Designer AT Job Number Model Name La Costa Paloma - 3 High Down Member Point Loads (BLC 1 : D) (Continued) Member Label Direction M2 y Member Point Loads fBLC 2 : WJ Member Label Direction Maanitudefk k-ft1 1 M2 v -1.756 2 M2 v -3.511 3 M2 v -2.464 4 ' M2 .. · v -1.232 Member Point Loads fBLC 3 : -WJ Member Label Direction Maanitudefk k-ft1 1 M2 v 1.61 2 M2 v 3.219 3 M2 v 2.464 4 M2 v 1.232 Member Point Loads fBLC 4 : EJ Member Label Direction Maanitudefk k-ft1 1 M2 X .179 2 . M2 X .357 .·· 3 M2 X .357 4 M2 X .179 · .. Member Section Forces LC Member Label Sec Axialfkl Shearfk1 1 1 M1 1 8.137 .529 2 .·. ..·.··· · .. ·· 2 8;04 .529 3 3 7.943 .529 4 . ,' 4 1.846 .529 5 5 7.749 .529 6 1 _, ..... · .. M2 1 0 .. 009 7 2 -.059 -1.498 a··' ·. ' . 3 -.155 ;.,4,349 9 4 -.251 ~6.572 10 .. , ... 5 .-.31 ..,7,765 11 2 M1 1 -3.391 -.687 12 ·. 2 ~3.449 -.687 13 3 -3.507 -.687 14 ·. ' 4 ·. •3.565 :..687 15 5 -3.623 -.687 16 .. "2 .. ' M2 1 0 . -.003 17 2 -.035 .691 18 ' ·. 3 -.093 ·. 2.176 19 4 -.151 3.208 20 .. ··· .. I . 5 -.186 3.675 21 3 M1 1 3.1 .734 22 • 2 2.993' .734 23 3 2.886 .734 24 ' .. 4 2.779 .734 25 5 2.672 .734 26 3 M2 1 0 ..,,004 27 2 .059 -.522 28 . 3 .201 -1.377 29 4 .342 -2.232 RISA-20 Vers1on 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh Down.r2d] Oct 12, 2015 Checked By: NS Locationfft %1 . .448 5.758 12.216 17.108 Locationfft %1 .448 5.758 12.216 17.108 Locationfft %1 .448 5.758 12.216 17.108 Momentfk-ft1 -66.298 -67.654 -69.01 ~70.367 -71.723 0 5.613 20.659 42.062 71.723 27.971 29.731 31.491 33.252 35.012 0 -2.894 -10.492 -20.898 -35.012 -16.363 -18.244 -20.125 -22.005 -23.886 ·. 0 1.74 6.46 13.542 Page 20 MBL Energy AT ~~ ~IRRI TECHNOLOGIES Company Designer Job Number Model Name La Costa Paloma-3 High Down Member Section Forces (Continued) LC Member Label Sec 30 5 31 4 M1 1 32 ··. 2 33 3 34 4 35 5 36 4 M2 1 37 2 38 3 39 4 40 5 Member Section Deflections LC Member Label Sec 1 1 M1 1 2 2 3 3 4 4 5 5 6 1 M2 ', . 1 7 2 8 ., ... 3 9 4 10 5 11 2 M1 1 12 .· . .· .. 2 13 3 14 ••• 4 15 5 16 2 M2 .·. 1 17 2 18 3 19 4 20 .... 5 21 3 M1 1 22 2 23 3 24 .. •··· .... 4 25 5 26 3 M2 ..... 1 27 2 28 3 29 4 30 .. i . .. 5 31 4 M1 1 32 ..••.. 2 33 3 34 4 35 5 36 4 M2 1 37 2 38 3 39 4 40 5 Axialrkl Shea@ .401 -2.i'5 1.385 .748 1.337 .748 1.289 .748 1.241 .748 1.194 .748 0 ~.002 .095 -.242 .295 -.642 .496 -1.042 .591 -1.282 x rinl v rinl 0 0 0 .0915 -.002 .382 -,.003. .86,5 ·" -.004 1.548 ,.1.536 .... · -7.696 -1.536 -5.508 ::.t.536 . ... -3.372 ·, .. -1.536 -1.41 -1.536 .1915 0 0 0 -.04 0 -.1€)5 :001 -.3i'9 .002 -.688 .683 .. · • 3.6'13 .683 2.5·8 .683 1.5J3 .683 .65·5 .683 i -.0El7 0 0 0 .·'. .02:4 0 .0919 ~:001 i' .. .·· .23·2 ... -.001 .428 -.424 • -2.~13 . -.424 -1.666 -.424 . 4.0.18 -.424 -.424 ,-.424 .· . .05·3 0 0 0 I. .005 .. 0 .02:6 0 .· .0618 0 .1315 '-.134 .: . ·. -.9~13 -.134 -.6E>4 -.134 -.402 -.134 -.1E)6 -.134 ·. .017 RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Oct 12, 2015 Checked By: NS Momentrk-ftl 23.886 -3.473 ~5.389 -7.305 -9.221 -11.137 0 .814 3.017 6.316 11.137 (n) L/v Ratio NC 1300.049 322.328 . 142.227 79.451 26.697 36.942 . 59.06 131.273 NC NC 3057.766 745.493 324.278 178.735 56.945 79.013 126.909 284.175 NC NC 5178.072 1237.608 529.622 287.605 ' 88.377 122.529 196.643 440.801 NC NC NC 4695.057 1815.998 907.847 221.828 309.67 503.291 1155.244 NC Page 21 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 3 High Down Member AISC 14th(360-10): ASD Steel Code Checks Oct 12, 2015 Checked By: NS LC Member Shape UCMax Locfftl Shear UC Locfftl Pnc/om fkl Pntlom fkl Mn/om fk-... Cb Ean 1 1 M1 HSS10x10x5 .847 10.25 .006 0 286.313 305.749 86.034 1.031 H1-1b 2 1 M2 HSS10x10x5 :834 17.555 .088 17.555 252174 305.749 86.034 2.214 H1-1b 3 2 M1 HSS10x10x5 .413 10.25 .008 0 286.313 305.749 86.034 1.087 H1-1b 4 2 M2 HSS10x10x5 .407 17.555 .042 17.189 252.174 305.749 86.034 2.179 H1-1b 5 3 M1 HSS10x10x5 .282 10.25 .008 0 286.313 305.749 86.034 1.144 H1-1b 6 3 M2 HSS10x10x5 .278 17.555 .031 .. 17.555 252.174 305.749 86.034 2.272 H1-1b 7 4 M1 HSS10x10x5 .132 10.25 .009 0 286.313 305.749 86.034 1.38 H1-1b 8 4 M2 HSS10i<10x5 .131 17.555 .015 17.555 252.174 305.749 86.034 2.271 H1-1b Joint Reactions LC Joint Label Xfkl Ylkl MZ lk-ftl 1 1 N1 -.689 8.137 -66.298 2 1 .· Totals: -.689 8.137 3 1 COG (ft): X: -8.732 Y: 11.378 4 2 . N1 ··· . .656 -3.391 27.971 5 2 Totals: .656 -3.391 6 2 COG (ft): X: -10:109 Y:11.795 7 3 N1 -.75 3.1 -16.363 8 3 . · Totals: . -'.75 .··. 3.1 9 3 COG (ft): X: -7.416 Y: 11.084 to 4" .·· N1 -,75 1.385 -3.473 11 4 Totals: -.75 1.385 12 4 COG.(ft): X: -7.416 . Y: 11.084 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 22 Calculated By: Checked By: Sheet: Structure Design Loads-3 High Up-52.2 ~--'!:.-~ TL= 23ft tributary length (column spacing) a= 10ft maximum cantilever Dzee= 5.69 plf 8" 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 Wdown1= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wup1= 20.90 psf Wup2= 16.00 psf Po= 560.60 lbs (wp *TW+D2)*TL Pwdown= 3364.90 lbs Wwd1*TW*TL Pwdown= 2361.33 lbs Wwd2*TW*TL Pwup= 3084.49 lbs Wwu1*TW*TL Pwup= 2361.33 lbs Wwu2*TW*TL PE= 341.96 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 23 loads: BLC 1 , D Results for LC 5, D -.292k N4 ... 21.418 ~~ 2.718 Z-moment Reaction Units are k and k-ft MBL Energy AT -. 585k -.585kl -.2921 ,~2 ,~ Sheet-24 La Costa Paloma - 3 High Up 3 high Down.r2d Loads: BLC 2, W Results for LC 6, W -1.756k N4 ~~~..D673 ...J~-1.149 8.889 Z-moment Reaction Units are k and k-ft MBL Energy AT Sheet-25 La Costa Paloma-3 High Up 3 high Down.r2d lix N 1.61k -8.454 "'1 77.993 1.093......., Loads: BLC 3, -W Results for LC 7, -W Z-moment Reaction Units are k and k-ft MBL Energy AT M2 2.464k 3.219k La Costa Paloma-3 High Up N2 1.232k Sheet-26 3 high Down.r2d t'Lx M2 .357k""--"""C= ... -~ -... . 357k._=~ ... --...... . 179k._,--~ N4 -1.071 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma-3 High Up .179k _..N2 Sheet-27 3 high Down.r2d Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 3 High Up Hot Rolled Steel Properties I 1 I ASTM A500 GrB Label E [ksi] G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 · .. N2 17.41 3 N4 0 Joint Boundary Conditions Joint Label N1 Member Primary Data Basic Load Cases BLC D . t' escnonon c t a eaorv X G 't ravnv 1 D DL 2 .·· w LL 3 -W WL 4 E ... WL ··. Load Combinations Nu .3 Oct 12, 2015 Checked By: NS Therm (\1 E5 F) Density[klft"3] I .65 I .49 Yield[ksi] 46 y [ft] Tem_p fFl 2.5 0 12]5 0 10.5 0 Footin YG 't ravnv J . t Oin p . t Oin D' t 'b t d 1s n u e -1 4 .. 4 4 4 DescriPtion 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 ~• b:6D-0.6W Yes y ... 1 . 6. 3 .6 ··· . 3 1.106D+0.7E Yes y 1 1.10€ 4 .7 4 0.494D+0;7E Yes y 1 :494 4 .7 •· .. 5 D y 1 1 6 •····W • y .. ·· 2 1 ·. . 7 -W y 3 1 8 E .·· .··. y 4 1 · .. : .·! ··. Member Point Loads fBLC 1 : DJ Member Label Direction Maanitudefk k-ftl Locationrtt %1 1 M2 y -.292 .448 2 :. . · M2 ; ·· . y .. -.585 5.758 3 M2 y -.585 12.216 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 28 MBL Energy AT Company Designer Job Number Model Name La Costa Paloma - 3 High Up Member Point Loads fBLC 1 : DJ (Continued) Member Label Direction I 4 I M2 y Member Point Loads fBLC 2 : WJ Member Label Direction 1 M2 v 2 M2 v 3 M2 v 4 M2 v Member Point Loads (BLC 3 : -WJ Member Label Direction 1 M2 v 2 M2 ' ·. v 3 M2 v 4 M2 ... .·. v Member Point Loads fBLC 4 : EJ Member Label Direction 1 M2 X 2 M2 · .. · .. X . ·. 3 M2 X 4 M2 · .. X Member Section Forces LC Member Label Sec 1 1 M1 1 2 . 2 3 3 4 ' .. 4 5 5 6 1 M2 1 7 2 8 .. . 3 9 4 10 .··· 5 11 2 M1 1 12 .. .... ... . 2 13 3 14 4 15 5 16 2 . M2 .·· 1 17 2 18 . 3 19 4 20 • 5 21 3 M1 1 22 2 • 23 3 24 · .. c 4 25 5 26 3 M2 .. 1 27 2 28 3 29 4 Maqnitude[k k-ftl -.292 Maanitude[k k-ftl -1.756 -3.511 -2.464 ··-1.232 .· Maanituderk k-ftl 1.61 3.219 2.464 1.232 Maanitude[k k-ftl .179 . . .357 .. .357 . .179 ·' Axialrkl She<!I[ls.l 8.052 .8115 7.976 :8115 7.901 .8115 7.825 .8115 ·. 7.749 .8115 .31 .. 7:781 .251 6.274 .155 ·· .. 3.423 .059 1.:2 0 .007 -3.442 -.629 -3.487 -.629 .. -3.532 -.629 -3.578 -.6:29 .• -3.623 -.6:29 .186 -3.6>79···'. .151 -2.9186 . .093 .. -1.5101 .035 -.4139 . 0 ;.;,002 3.006 .7Ei9 ·. 2.923 .7Ei9 .. ·. 2.839 .7Ei9 2.756 .7€19 • ·.· 2.672 .7Ei9 -.401 2.742' -.342 2.2.24 -.201 1.3169 -.059 .5114 RISA-20 Vers1on 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh Up.r2d] . ... .. Oct 12, 2015 Checked By: NS Location[ft %1 17.108 Locationrft %1 .448 5.758 12.216 17.108 Location[ft %1 .448 .•.. 5.758 12.216 17.108 Location[ft %1 .448 5.758 12.216 17.108 Momentrk-ftl 71.237 69.606 67.975 •66.344 64.713 64.713 36.217 .... 17,154 4.448 .· 0 -34.56 -33.303 -32.046 '.· ..:30.789 -29.531 . -29.531 -16.29 .. -.7:751 -2.022 0 30.469 28.932 27.394 25.857. 24.32 24.32 14.008 6.677 1.707 Page 29 : MBL Energy :AT iiiRIS T£C:HNOLOGIES Company Designer Job Number Model Name : La Costa Paloma - 3 High Up Member Section Forces (Continued) LC Member Label Sec 30 5 31 4 M1 1 32 2 33 3 34 4 35 5 36 4 M2 1 37 2 38 3 39 4 40 I 5 Member Section Deflections LC Member Label Sec 1 1 M1 1 2 . " .· 2 3 3 4 •. 4 5 5 _f) 1 .. !\_ M2 1 7 2 8 .•• ... 3 9 4 10 .. . ··. 5 . · . 11 2 M1 1 12 .. 2 13 3 14 .... 4 - 15 5 16 2 .·.· M2 1 17 2 18 . . 3 19 4 20 • ··. 5 21 3 M1 1 22 •· .· 2 23 3 24 .. · 4 25 5 26 3 M2 .. 1 27 2 28 . . .·· .. 3 29 4 30 5 31 4 M1 1 32 .. 2 33 3 34 ........ 4 35 5 36 4 .. · M2 1 37 2 38 •. . 3 39 4 40 5 Axiallkl 0 1.343 1.305 1.268 1.231 1.194 -.591 -.496 -.295 ·. -.095 0 x finl 0 0 -.001 -.002 -.003 .95 ... .95 .95 .95 .95 . 0 0 0 0 .001 -.453 • -.453 o...453 . .·. -.453 -.453 0 0 0 0 ·. -.001 :392 .392 .392 .392 .392 0 0 0 0 0 .212 .212 .212 .212 .212 RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \. .. \MBL\Design\Calcs\3 high Up.r2d] Shearlkl -.004 .754 .754 .754 .754 .754 1.277 1.037 :637 .237 -.003 v finl 0 -.062 -.244 -.54.4 . -.958 -:126 -1.391 ~2.965 -4.682 -6.444 0 .03 .117 :26 .457 .06 .653 1.384 2.18 2.997 0 -.026 ·.· -.103 -.226 -.395 ··-.052 -.556 .;1;179 -1.858 ~2.555 0 -:015 -.057 ,.124 -.214 -.028 -.287 -.601 -.941 -1.289 Oct 12, 2015 Checked By: NS Momentlk-ftl 0 17.353 15.844 14.335 12.826 11.317 11.317 6.518 3.107 .792 0 (n) Ltv Ratio NC 1559.086 393.899 176.599 100.166 NC 166.464 74.204 46.232 33.344 NC 3217.415 817.988 368.674 210.178 NC 355.346 159.063 99.338 71.731 NC 3653.906 935.121 423.843 242.96 NC 417.759 186.879 116.602 84.168 NC 6436.1 1676.103 771.296 448.866 NC 814.031 367.762 230.711 167.037 Page 30 Company : MBL Energy Oct 12,2015 Designer : AT Job Number Checked By: NS Model Name : La Costa Paloma-3 High Up Member AISC 14th(360-10): ASD Steel Code Checks LC Member Shaoe UCMax Loc!ftl Shear UC Loclftl Pnc/om lkl Pntlorn lkl Mn/om lk-... Cb Ean 1 1 M1 HSS10x10x5 .842 0 .009 0 293.758 305.749 86.034 1.038 H1-1b 2 1 M2 HSS10x10x5 .753 () .089 0 252.174 305.749 86.034 2.295 H1-1b 3 2 M1 HSS10x10x5 .407 0 .007 0 293.758 305.749 86.034 1.062 H1-1b 4 2 M2 HSS10x10x5 .344 0 .042 .366 252174 305.749 86.034 2:31 H1-1b 5 3 M1 HSS10x10x5 .359 0 .009 0 293.758 305.749 86.034 1.088 H1-1b 6 3 M2 HSS10x10x5 .283 0 .031 0 252.174 305.749 86.034 2.258 H1-1b 7 4 M1 HSS10x10x5 .204 0 .009 0 293.758 305.749 86.034 1.162 H1-1b 8 4 M2 HSS10x10x5 .133 0 .015 0 252:174 30:5.749 86.034 2.258 H1-1b Joint Reactions LC Joint Label Xlkl Ylkl MZ lk-ftl 1 1 N1 -.689 8.052 71.237 2 1 Totals: . -.689·· .. 8.052 3 1 COG (_ft): X: 7.933 Y: 11.3~r5 4 2 N1 .656 ·. -3:442'. -34.56 5 2 Totals: .656 -3.442: 6 2 COGlfH: • X: 8.368 .· Y: 11.7B2 . 7 3 N1 -.75 3.006 30.469 8 3 Totals:··· .· -.75 J 3:006 ._:. ·. 9 3 COG (_ft): X: 7.827 Y: 11.0E>7 10 4 N1 -.75 •. ···'1.343 '·17.353 11 4 Totals: -.75 1.343 12 4 COG(ft): · ... X:7.827 Y: .11.0H7 : RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page 31 Calculated By: Checked By: Sheet: Structure Design Loads-4 High Up-52.3 $>'-'" \ -------6._,;;:.· -----{.- TL= 25ft tributary length (column spacing) a= 6.75 ft maximum cantilever Dzee= 5.69 plf 8" 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 Wdown1= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wupl= 20.90 psf Wup2= 16.00 psf Po= 609.34 lbs (wp *TW+Dz)*TL Pwdown= 3657.50 lbs Wwdl*TW*TL Pwdown= 2566.67 lbs Wwd2*TW*TL Pwup= 3352.71 lbs Wwul*TW*TL Pwup= 2566.67 lbs Wwu2*TW*TL PE= 371.70 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 32 Loads: BLC 1 , D Results for LC 5, D -.304k N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -.609k ~r .__ N2 Ia. 18.584 ~~ 3.668 -.609k -.609k -.304k 1[_____1N3 M,~ Sheet-33 La Costa Paloma - 4 High 4 high Up.r2d Iix -1.829k Loads: BLC 2, W Results for LC 6, W N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -3.658k LN2 1111.105.18 j~-1.778 14.442 -3.385\L-_:}__3.112k---2.5-6~7k. N3 ~ Sheet-34 La Costa Paloma - 4 High 4 high Up.r2d loads: BLC 3, -W Results for LC 7, -W Z-moment Reaction Units are k and k-ft MBL Energy AT --1 .. 'r-~--~T:", 2.96k 1 3.156k -13.61 -1 96.321 1.676---~ La Costa Paloma - 4 High Sheet-35 4 high Up.r2d lix .186k .372k ... N3 .372k il:ot12 .372k .... . 186k N4 ...... N2 :a: 1111. 14.062 ~ ---1.487 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-36 AT La Costa Paloma - 4 High 4 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 - 4 High E [ksi] G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 N2 .·. 0 3 N3 17.22 4 N4 -6.41 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases BLC Descriotion c ateaorv X Gravitv 1 D DL 2 w ll 3 ~w WL 4 E WL _:_ Load Combinations Nu .3 y Oct 12, 2015 Checked By: NS I .65 I .49 Therm (\1 ES F) Density[kfftA3] Yield[ksil 46 Y Tftl Temo TFl 2.5 0 11.289 0 13.41 0 10.5 0 Footing Material ASTM A500 GrB ASTM A500 GrB G ravitv Joint Point 'b Distn uted -1 I 5 I 5 5 5 D · r eSCriPliOn S P S BLCF BLCF BLCF BLCF BLCF BLCF BLCF BLCF BLCF BLCF 0 ... ... ... ac ... ac ... ac ... ac ... ac ... ac ... HC ... ac ... a c ... ac ... 1 D+0.6W Yes y 1 1 2 .6 2 0.6D-0.6W Yes y 1 .6 3 .6 3 1.1 060+0. 7E Yes y 1 1.106 4 .7 4 0.4940+0.7E '(es y 1 .494 4 . .7 5 D y 1 1 6 w y 2 1 .. · . 7 -W y 3 1 8 E y . 4 1 .. Member Point Loads (BLC 1 : DJ Member Label Direction M2 y M2 y RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] Page 37 I Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 4 High Member Point Loads (BLC 1 : DJ (Continued) Member Label Direction Maanitudelk k-ft1 3 M2 y -.609 4 M2 y -.609 5 M2 y -.304 Member Point Loads (BLC 2 : WJ Member Label Direction Maanitudelk k-ft1 1 M2 v -1.829 2 M2 v -3.658 .• 3 M2 v -3.385 4 .· M2 v -3.112 5 M2 v -2.567 Member Point Loads (BLC 3 : -WJ Member Label Direction Maanitudelk k-ft1 1 M2 v 1.677 2 M2 v 3.353 3 M2 v 3.156 4 ;' M2 ' v 2.96 .·· 5 M2 v 2.567 Member Point Loads fBLC 4 : E) Member Label Direction Maanitude[k k-ft1 1 M2 X .186 2 •• .. .· M2 ·, X .372 3 M2 X .372 4 M2 ., X .372 5 M2 X .186 Member Section Forces LC Member Label Sec Axiallk1 Sheadkl 1 1 M1 1 12.333 1.308 2 . '". . ·.· 2 12.25. 1.308 3 3 12.167 1.308 4 ., ,•.· 4 12.084 ·. ;. 1.308. 5 5 12.001 1.308 6 ···. 1 M2 ·. 1 .· 0 -.003 7 2 -.139 -4.425 8 I ·'·.···.··. · .. · . 3 .· .241 7.405 9 4 .139 4.546 10 · ... ..... ',. 5 0 ''· .008 ·. 11 2 M1 1 -5.965 -.936 12 I . ;. .· 2 -6.015 -,936 13 3 -6.064 -.936 14 · ... .· • •• .. · ·.· 4 ~6;114 . -.. 936 15 5 -6.164 -.936 16 2• . ·· M2' 1 0 ,.·. . 0 17 2 -.084 2.34 18 .. >. · .. 3 .145 i ~4.038 19 4 .084 -2.641 20! . . ·.·· 5 0 i -.003 21 3 M1 1 4.057 1.068 22 '··.· .··· 2 . 3.96.5 1.068 23 3 3.873 1.068 24 ··. ·. 4 3.782 ···~ 1.068 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] .· Oct 12, 2015 Checked By: NS Locationlft.%1 12.111 18.57 23.466 Locationlft %1 .343 5.654 12.111 18.57 23.466 Location[ft %1 .343 5.654 12.111 18.57 23.466 Location[ft %1 .343 5.654 12.111 18:57 23.466 MomentLk-ftl 81.845 78:97 76.096 73.221 70.346 0 9.365 41.076 12.811 0 -47.862 ~45.805 -43.749 -41.692 -39.635 0 -4.724 -23.884 -8.248 0 30.408 28.061 25.715 23.369 Page 38 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 4 High Member Section Forces (Continued) LC Member Label Sec Axialfkl Shearfkl 25 5 3.69 1.068 26 3 M2 1 0 .001 27 2 .234 -1.:296 28 3 -.379 2.~~42 29 4 -.234 1.294 30 5 0 -.003 31 4 M1 1 1.812 1.048 32 ' ' 2 1,771 .. 1.048 33 3 1.73 1.048 34 4 1.689 •'• 1.048 35 5 1.648 1.048 36 4 M2 1 0 .001 37 2 .319 -.605 38 ·. .·, ·'' 3 -.527 ··. 1.044 39 4 -.319 .603 40 . '.·,·· 5 0 -.003 Member Section Deflections LC Member Label Sec x finl v finl 1 1 M1 1 0 0 2 .' 2 .,-.001 ; .. .:.;085 3 3 -.002 -.335 4 . ,·· 4 -:004 ~.745 5 5 -.005 -1.~107 6 1 M2 . 1 1;297 1.647 7 2 1.297 -.019 8 3 1.297 ~2.1186 9 4 1.297 -5.017 10 ; 5 1:297 -8..072 11 2 M1 1 0 (I 12 ~ . . 2 0 .05 13 3 .001 .1!~5 14 .· ; .. . 4 · .. 002 . · . .4:~2 15 5 .002 .7!56 16 2 M2 1 -.75 -.£15 17 2 -.75 .0'11 18 .·.·, 3 -.75 1.251 19 4 -.75 2.876 20 ·.:_ ··~· -5 -,.75'·. 4:641 21 3 M1 1 0 0 22 2 . 0 ··.··-.0:31 23 3 0 -.1:22 24 ..... ·4 ~;001 .• ~-2~56 25 5 -.002 -.458 26 3 M2 . 1 .455 .5S7 27 2 .455 -.008 28 ..... '. 3 .455 .• ~.n2 29 4 .455 -1.Ei27 30 .. .· 5 .455 -2.S89 31 4 M1 1 0 0 32 2 '-0 .,..02 33 3 0 -.OJ4 34 . · · .. 4 0 . -:1~58 35 5 0 -.2l58 36 4 M2 .··• 1 .266 .3112 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] . ·. Oct 12, 2015 Checked By: NS Momentrk-ftl 21.023 0 2.899 11.761 3.178 0 18.979 16.676 14.373 12.071 9.768 0 1.347 5.462 1.475 0 In\ Ltv Ratio NC 1238.348 314.419 141.606 80.68 NC 171.467 74.537 42.87 29.394 NC 2119:75 540.103 243.994 139.433 '.• NC 297.149 129;765 74.667 51.098 NC ... 3351;356 867.281 397.232 .· 230.147 . NC 505.584 223:41 130.849 .. 90.815 NC 5400.521 . 1426.732 665.975 393.47 NC Page 39 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 4 High Member Section Deflections (Continued) LC Member Label Sec x linl 37 2 .266 38 3 .266 39 4 .266 40 · ... ·. 5 .266 Member AISC 14thf360-10J: ASD Steel Code Checks LC Member Shaoe UCMax Loclftl Shear UC Loclftl 1 1 M1 HSS10x10x5 .972 0 .015 0 2 1 .·.· M2 HSS10x1 Ox!) . ~.932 6.696 .087 6.696 3 2 M1 HSS10x10x5 .566 0 .011 0 4 2 M2 · ..• H$S10x10x5 .519 6:696 .046 11.904 5 3 M1 HSS10x10x5 .360 0 .012 0 6 3 ··M2 HSS 1 Ox1 Oxp .280 6 .. 696 .028 6.696 7 4 M1 HSS10x10x5 .224 0 .012 0 8 4 M2 HSS10x10x5 .130 6.696 .013 6.696 Joint Reactions LC Joint Label Xlkl 1 1 N1 -1.067 2 • 1 . .· Totals: -1.067 3 1 COG (ft): X: 5.631 4 ·. 2< N1 .· 1.006 5 2 Totals: 1.006 6 '2 .. ; .... ... . COG (ftY: X: 6.511 7 3 N1 -1.041 8 3 •. Totals: .. -1.041 9 3 COG (ft): X: 5.018 10 ·•'4' .·• N1 .· ~1.041 11 4 Totals: -1.041 12 '·'.4 · .. ··coG (ft): X: 5.018 v linl -.006 .,,392 -.868 ~1.37 Oct 12, 2015 Checked By: NS (n) L/v Ratio 899.86 405.786 242.255 169.907 Pnc/omllsl Pntlomllsl Mn/om lk-... Cb Ean 291.335 305.749 86.034 1.06 H1-1b 214.523 305.749 86.034 2.323 H1-1b 291.335 305.749 86.034 1.074 H1-1b 214.523 305.749 86.034 2.267 H1-1b 291.335 305.749 86.034 1.141 H1-1b 214.523 .305.749 86:034 2.395 H1-1b 291.335 305.749 86.034 1.241 H1-1b 214.52.3 305.749 86.034 2.395 H1-1b Ylkl MZ lk-ftl 12.333 81.845 12.333 Y:11.864 .,5;965 -47.862 -5.965 Y~t2.238 4.057 30.408 4.057 Y: 11.509 .~. ~-1.812 __._ 18.979 1.812 Y: 11,509 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] Page 40 Full T Beam to Column Connection Max Moment at Top of Column Column: Aft Shape: HSS10x10x5 Material: ASTM A500 GrB Length: 10.25 ft I Joint: N1 J Joint: N2 LC 1: IJ+0.6W Code Check: 0.210 {bending) Report Based On 97 Sections 1.491 ato ft fa 1.456 at 10.25ft 16.545 at 0 ft A Calculated By: AT Checked By: NS Sheet: 41 k 11.347 at Oft I v ~==~============____] k 5.451 at 10.25 ft -1.823 at 0 ft M k-ft fc Jts,i .636 at 0 ft l-15.626 at 10.25 ft I -.636 at 0 ft .143 at 10.25 ft ft ksl ,// ~ D fll -5.451 at 10.25 ft 0 at .32ft Full Ts Beam to Column to Pier Connections Beam to Column Bolted Connection Max Moment Horizontal Load Vertical Load M= F= 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 Bolt Design t= c Sz= b= F = u E= 15.626 k-ft 1.347 k 16.157 k 10 in 10 in 0.3125 in 17 in 17 in 0.875 in 1.5 in 14 in 14 in 2 in 58 ksi 29000 ksi s,= N-{dex2): s2= B-{dex2) b=(s,-0)12 Calculated By: AT Checked By: NS Sheet: 42 Max Tension Force Numer of Bolts T= 8.9 k T=(M-Px(D/2))1{Di-b} Required Tension Nominal Tension Max Shear Force Reuired Shear Nomial Shear n= V= 2 each side 4 total 4.4 k 27.1 k 1.347 k 0.337 k 14.4 k T/n(2) AISC Table 7-2 V/n(4l AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness rfnt + fnv J = ~nt Fnv 0.19 (AISC J3-6b) Use (4) 7/8" Dia ASTM A325 Bolts b'= 1.72 in b'=(s1-D)/2+td2-dtl2 tm;n= 0.35 in fmln-"'((a.66xR..t'xb')J(s2f2xFu)) Use 3/4" x 17" x 17" ASTM A36 mbl-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 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 fb= ft= fv= fr= Wr= 15.626 k-ft 1.347 k 16.157 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 0.05478058 in Use 5/16" Fillet at Ends Flare Bevel Factor Effective Flare Throat Required Weld Leg Effective Throat Reqd R= 0.46875 0.14648438 0.03872987 -0.1524109 Calculated Ely: AT Checked ~iy: NS Sheet: 43 (Plate Length) (HSS10x10x5/16} X Aweld""2x(b+d} *treat welld as a line lwe1d={ d2/6}x(3><b+d) F'w=:0.3xFEXX fb=Mzx( d/2 )/lweld fi=PyfAweld fv=Fx/Aweld f,=-J((fb-til+t/) w.,-f, /(0.707xF.,.) R=1.5xtb x=5/16xR wr=fJfw x=fJ.707 Use 5/16" Flare Bevel at Sides mbl-e:n:e~rg;;y~~~~~- Column to Plate Welded Connection Max Moment M= 15.626 k-ft Horizontal Load F= 1.347 k Vertical Load P= 16.157 k Geometr'i. & Material Proeerties 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 Fw= 21 ksi Flexure Tension fb= 2.01 k/in Axial Tension ft= 0.48 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress f= r 1.52 k/in Required Weld Leg w= r 0.10259726 in Use 5/16" Fillet all around Calculated By: AT Checked By: NS Sheet: 44 X z (HSS10x10x5/16) J Aweld=2x(b+d} *treat weld as a line lwek:t={d2/6)x{3)(b+d)j) F'w<=0.3xfEXX fb=Mzx(d/2 Ylweld ft=Py/Aweld fv!!!!!Fx/Aweld f,=-J( (fb-ft)2+fv 2) w,.a;f, 1(0.707xF.,) mbl-en:e~r~g~y~~~~-- Full T Column to Pier Connection Max Moment at Base of Column Column: M1 Shape: HSS10x10x5 Material.: ASTM. A500 GrB Length: 10.25 n I Joint: H1 J Joint: H2 LC J: 1.106D+0.7E Code Check: 0 .. 207 (bending} Report Based On 97 Sections .541 at 0 ft fa -----------• ks:f .502 at 10.25 ft 5.91 at 0 ft fc ksi .256 at 10.25 ft -.256 at 10 .. 25 ft n ksJ -5.91 at 0 ft A 5.572 at 10.25 ft 11.581 atottl Calculated By: AT Checked By: NS Sheet: 44 k V'---------==:=Jk M k-ft .734 at 10.25ft D ~ In ........... -.266 at 10.25 ft 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 tb= Weld Electrode FExx= Determine Minimum Weld Size Area of Weld Aweld= Moment of Inertia I weld= Allowable Weld Stress F -w- Flexure Tension fb= Axial Tension ft= Shear Stress f= v Resultant Weld Stress f= r 16.943 k-ft 1.581 k 6.001 k 8.375 in 8.375 in 0.375 in 70 ksi 33.5 in 391.62 in3 21 ksi 2.17 k/in 0.18 k/in 0.05 k/in 2.00 k/in Required Weld Leg Wr= 0.13440036 in Use 5/16" Fillet all around Calculated By: AT Checked By: NS Sheet: 46 =~~ tYJ' z . (HSS10x10x5/16) Awerd=2x(b+d) *treat weld as a line lwel<l=(d2/6}x(3xb+d).f) Fw=0.3xFEXX fb=Mzx(d/2)/lweld fi=Py/Awelcl fv=Fx/Aweld fr=-J( (fb-ft)2 +fv 2)) w,=f, /(0.707xFw) Column to Base Plate Connection Max Moinent M= Horizontal Load fnv= Vertical Load P= Geometat. and Section Proe.erties 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 Long~udeBo~Spadng sl= Transverse Bolt Spacing 52= Bolt Clearance b= Material Proe.erties Plate Ultimate Strength F = u Plate Modulus Elasticity E= Anchor Rod Design Max Tension Force T= Numer of Bolts n= 16.943 k-ft 1.581 k 6.001 k 10 in 10 in 0.3125 in 20 in 17 in 1.5 in 2.5 in 15 in 12 in 2.5 in 65 ksi 29000 ksi 16.9 k 2 S1 = N-( dex2); s2= B-(de,x2) M/s Required Tension fnt= 8.47 k Rat=T/(n/2): Check Tension Strength o(Bolts and Threaded Parts Bolt Diameter db= 1.5 in Area of Bolt Ab= 1.76625 in2 (db/2)2*n Ultimate Steel Strength F = u 75 ksi Net Tension Strength fnt= 56.25 ksi 0.75*Fu Factor of Safety Qb= 2 Design Tension Strength Fnt= 49.7 k fnt*AJOb Net Shear Strength V= 30 ksi 0.4*Fu Design Shear Strength Fnv= 26.5 k V*AJOb Combined Tension and Shear Calculated By: AT Checked By: NS ShE~et: 47 Ofnt fnv J Fnt + Fnv = 0.23 (AISC J3-6b) Use (2) 11/2" Dia x 3'-0" Embed F1554 Grade 55 Anchor Rods ea side of column, (4) To1tal Half T Beam to Column Connections Max Moment at Top of Column Column: Aff Shape: HSS10x10x5 Material: ASTM A500 GrB Length: 8.789' ft I Joint: t41 J Joint: N2 l:C 1 : IJ+O.IJW Codle Check: 0.972 {bending) Report Based! On 5 Sections 1.111 at oft fa ------------ksi 1.081 at8.789ft 28.55 at 0 ft fc ksi 24.539 at 8.789 ft -24.539 at 8.789 ft ft ksi -28.55 at 0 ft 12.333 at Oft A Calculated By: AT Checked By: NS Sheet: 48 k 11.308 at 0 ft I v r=============~ k 81.845 at 0 ft M k-ft I) ~~ -1.307 at 8.789 ft Half Ts Beam to Column Connections Beam to Column Bolted Connection Max Moment M= 70.346 k-ft Max Horizontal Load F= 1.308 k Max Vertical Load P= 12.001 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= 17 in Plate Width B= 17 in Bolt Diameter db= 1.125 in Bolt Edge Distance d= e 1.5 in LongttudeBohSpacing sl= 14 in Transverse Bolt Spacing s2= 14 in Bolt Clearance b= 2 in Material ProQ.erties Plate Ultimate Strength F = u 58 ksi Plate Modulus Elasticity E= 29000 ksi Bolt Design ~t ~,= N-{d.,x2): S2':;; B-( dex2) b=(s,-0)12 Calculated By: AT Checked By: NS Sheet: 49 Max Tension Force T= 65.3 k T ={M-Px{D/2})/{0'~-b) Numer of Bolts n= 2 each side 4 total Required Tension fnt= 32.7 k T/n(2) Nominal Tension Fnt= 44.7 k AISC Table 7-2 Max Shear Force V= 1.308 k Reuired Shear fnv= 0.327 k V/n(4) Nomial Shear Fnv= 23.8 k AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness lfnt + fnv J = lfnt Fnv 0.74 (AISC J3-6b) Use (4) 11/8" Dia ASTM A325 Bolts b'= 1.59 in 0.92 in Use 1" x 17" x 17" ASTM A36 b'=(s,-D)I2+tcl2-dtJ2 fm1n-='\1((6.66x Rat:xb' )/(sz/2l(F11)) mbl-e:n:e~rg~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 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 fb= ft= fv= fr= Wr= 70.346 k-ft 1.308 k 12.001 k 17 in 8.375 in 0.3125 in 70 ksi 50.75 in 694.10 in3 21 ksi 5.09 k/in 0.24 k/in 0.03 k/in 4.86 k/in 0.32709359 in Use 3/8" Fillet at Ends Flare Bevel Factor Effective Flare Throat Required Weld Leg Effective Throat Reqd R= 0.46875 Xtb= 0.14648438 w= r x= 0.23125517 0.11990211 Use 3/8" Flare Bevel at Sides Calculated By: AT Checked By: NS Sheet: 50 (Plate Length) (HSS10x10x5/16) X Aweld=2x(b+d) *treat weld as a line I weld;;;( d2/6}x(3xb+d) Fw=0.3xFE.X.X fb=Mzx( d/2 )/lweld ft=Py!Awela fv=FJAweld fr="'-'((fb-ft)2+fv 2) w,-f, /(0.707xfw) R=l.Sxtb x=S/16xR Wr=fr/fw x=fr/.707 Column to Plate Welded Connection Max Moment M= 70.346 k-ft Horizontal Load F= 1.308 k Vertical Load P= 12.001 k Geometr'i. & Material Pro{2erties 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 Awetd= 33.5 in Moment of Inertia I weld= 391.62 in3 Allowable Weld Stress F = w 42 ksi Flexure Tension fb= 9.03 k/in Axial Tension ft= 0.36 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress fr= 8.67 k/in Required Weld Leg w= r 0.29191761 in Use CJP Calculated By: AT Checked IJ,y: NS Sheet: 51 l d t .t=l --' -j-x +-~ z (HSSlOxlOxS/16) Aweld=2x(b+d} *treat weld as a line lwekl=={d2/6)x(3xb+d)J) Fr0.6xFexx fb=Mzx( d/2 )/I weld ft=Py/Aweld fv<:!!!fJAweld f,.=-J( (fb-fi)2+fv 2) w,-1", /(0.707xFw) Half T Column to Pier Connections Max Moment at Base of Column Column: lf1 Shape: HSS10x10x5 Material: ASUU A5ll•O• GrB Length: 3.739 fl I Joint N1 J Joint: N.2 lC 1: D+OJ:i·W Code Check: tU7.2 {bending} Report Based On 5 Sections 1.111 atOfl fa ------------ksi 1.081 at 8.7891't 28.55 ato 1't fc ksi 24.539 at8.7891't -24.539 at 8.7891't fl ksi -28.55at01't A 12.001 at 8.789 1't 11.308 at 0 1't I Calculated By: AT Checked By: NS Sheet: 52 k VL--------------'k k-fl 70.346 at 8.789 1't o~~•• -1.307 at8.7891't Column to Base Plate Welded Connection Max Moment M= 81.845 k-ft Horizontal Load F= 1.308 k Vertical Load P= 12.333 k Geometr't, & Material ProQerties 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 Fw= 42 ksi Flexure Tension fb= 10.50 k/in Axial Tension ft= 0.37 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress f= r 10.13 k/in Required Weld Leg w= r 0.34127289 in Use CJP Calculated By: AT Checked By: NS Sheet: 53 Awerd=2x(b+d) *treat weld as a line lweld=(d2/6)x(3>(b+d).f) Fwo=0.6xFEXX fb=Mzx(d/2)/lweld ft=Py/Awelri fv= Fxf Aweld fr="-'((fb-fti!+f/)) w,-4, 1(0.707xFw) Column to Base Plate Connection Max Moment Horizontal Load Vertical Load M= P= Geometry and Section Properties Column Depth D= Column Width W= Column Wall Thickness tc= Plate Length N= Plate Width B= Bolt Diameter db= Bolt Edge Distance de= Longitude Bolt Spacing sl= Transverse Bolt Spacing Sz= Bolt Clearance b= Material Properties Plate Ultimate Strength F = u Plate Modulus Elasticity E= Anchor Rod Design Max Tension Force T= Numer of Bolts n= 81.845 k-ft 1.308 k 12.333 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= 8-{dex2) 2.5 in 65 ksi 29000 ksi 81.8 k M/s 2 Required Tension fnt= 40.92 k Rat=T/(n/2) Check Tension Strength of Bolts and Threaded Parts Bolt Diameter db= 1.5 in Area of Bolt Ab= 1.76625 in2 (db/2)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: 54 Ofnt fnv J Fnt + Fnv = 0.87 {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) .---+---~-=---*=_..· __ ~~r,.....r·~·,.,, .... I i I rl ; ====::;& Base Plate Dimensions (as revised) Dimension (wind directionL (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)= (A2/ 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 (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 Calculated By: AT Checked By: NS Sheet: 55 rt*AE/2*BE/2 n*(db/2)2*4 N*B-2*AE-Ao critical dmension for wind Base Plate Design (cant) Page 13: D+.0.6W M= 1823 lb-ft P= V= 16545 lbs 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 0.070 9963 lbs 10892 lbs 9963 lbs 16545 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = -6582 lbs governs design Calculate Base Plate Thickness M= 16454 lb-in T*DL Fy= 36000 psi tmin= (6M/0.75FyB) AO.S tm;n= 0.46 in I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 56 ' V,.fon'~~""t~ 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 (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)= (AiA1)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 7.85 in2 11.6 in2 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: 57 n*AE/2*BE/2 n*Ad2*BE/2+(LR-LE)*DR n*(db/2)2*4 N*B-AcAR-Ao critical dmension for seismic Base Plate Design (cant) Page 13: D+0.7E M= 16943 lb-ft P= V= 6001 lbs 1561 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 0.170 21142 lbs 21226 lbs 21142 lbs 6001 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = 15141 lbs governs design Calculate Base Plate Thickness M= 15141 lb-in T*Ds Fy= 36000 psi tmin= (6M/0.75FyB) AO.S tmin= 0.44 in I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 58 Half T Base Plate Design (Wind) r ---;.,.,.,......-=;~'!<;;.rf.l,:< Base Plate Dimensions (as revised) Dimension (wind direction), (N)= Dimension, (B) = Elipse Cut out length (LE) Elipse Cut out depth (Dd= 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)= (A2/ Al)o.s = thickness= Typical base plate edge distance (XE)= Face of HSS of centerline of anchors along = short dimension (D 5) Face of HSS of centerline oJ 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 2 in . 2' 7.85 In 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 Calculated By: AT Checked By: NS Sheet: 59 rr*Ad2*Bd2 rr*(db/2)2*4 N*B-2*AcA0 critical dmension for wind Base Plate Design (cant) Page 40: D+.0.6W M= 81845 lb-ft P= 12333 lbs V= 1067 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 0.560 88085 lbs 87137 lbs 88085 lbs 12333 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T = 75752 lbs governs design Calculate Base Plate Thickness M= 189380 lb-in T*DL Fy= 55000 psi tmin= (6M/0.75FyB) A0.5 tm;n= 1.27 in I usE 11/4" x 17" x 20" ASTM A572 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 60 Half 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)= (AiAl)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 (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 10 in 0.75 in 2 in 7.85 in2 11.6 in2 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 (A2/ 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 N * B-AcAR-Ao critical dmension for seismic I I ,, Base Plate Design (cont) Page 40: D+O. 7E M= 30408 lb-ft P= 4057 lbs V= 1041 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 35908 lbs 36209 lbs 35908 lbs 4057 lbs (equation 1) (equation 2} OK (equation 1) (equation 2) Converged Therefore, T = 31851 lbs governs design Calculate Base Plate Thickness M= 31851 lb-in T*Ds Fy= 55000 psi tmin= (6M/0.75FyB) "0.5 tmin= 0.52 in I usE 11/4" x 17" x 20" ASTM A572Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 62 i~ .... ~· I Calculated By: AT Checked By: NS Sheet: 63 Anchor Rod Design Due to Variable Grout Thickness T= 75752 lb V= 1067 lb sheet 60 #of anchor rods= 3.75 Grout Threaded rod diameter= Area= Section Modulus= F= y Mctemand= 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 1000 lb-in 18525.45 lb-in 37876 lbs 58169.91 lbs 0.705124 < T= 37876 #/anchor rod T/2 V= 266.8 #/anchor rod V/4 TOP OF CONCRETE PIER Vh FyZ/1.67 T FvA/1.67 1 OK !Therefore, 1.5" diameter threaded rod is adequate w/ 3.75" Grout I > a MBL Energy 1698 Rogers Ave, San Jose, CA 95112 Bendmg m 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.): AC110.8.4 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 {M .. )= nominal moment {M .. )= reinforcing steel ratio {p)= area of steel reinforcing required {Asreq'd): area of steel reinforcing provided {A,pcov'd): a= calc. design strength cjlMn= Drilled pier ties: Provide ties@ 161ongitudinal 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 # CALC BY AT CHECKED BY 2.5 ft 2ft 2.45 ft 706.9 in' 7.07 in' 6 0.44 in' 8 3.52 in' >3.53 8-#6 vertical bar 3000 psi 60000 psi 20.5 in 0.9 114.6 kip-ft 127.314 kip-ft 0.0051 > Pm;n=.005 1.396 in' NS 1.4x 81.845 1.320 in' 3-# 6 at top 1.055 in 118.6 kip-ft 0.97 <1 OK 12 in #4@ 12" o.c. SHEET NUMBER 64 OK sheet 40 • ' 0 Page 65 Mono Multi Solutions THE Uti lit MODULE 72 CELL MULTICRYSTALLINE MODULE 300-315W POWER OUTPUT RANGE 16.2% 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 Trinasolar Smart Energy Together PD14 Ideal for large scale installaticms • High powerful footprint reduces installation time and BOS costs • lOOOV UL/lOOOV IEC certified One of the industry's most trus~ed modules • Field proven performance Highly reliable due to string1ent quality control • Over 30 in-house tests (UV, TC, HF, and many more) • In-house testing goes well beyond certification requirements • PID resistant Certified to withstand challe~nging environmental conditions • 2400 Po wind load • 5400 Po snow load • 25 mm hail stones at 82 km/h 10 Year Product Warranty • 25 Year Linear Power Warranty OilOO% 3 Additional (;'_ lJ m 90% c e 0 0 80% Years Value froll'J Tri na Solar'•l· ·• Ine 10 II Trina standard 15 ar warranty 20 25 Page 66 THE Utility MODULE TSM-PD14 10,00 9.00 8.00 7.00 DIMENSIONS OF PV MODULE unit:mm 941 ~ JUNCTION ?"~ ~MEPLATE 4-09x12 ~~i.tNGHOLEF 812 Back View 35 180 A-A 1-V CURVES OF PV MODULE(315W} lOOOWmt soowm2 \ "' 0 "' 0 4.oo r~'!;!!L!!l:,__. -----~------------·--. \\\ 3.00 [---20-0W_m_' ------------'-'>\;--\\ \*\-~j 2.00 '=""""'"'"========~==~-,---',\-1\.\\\\\~---j 1.00 [--------------'~ \\\11-\\1--1 0.00 '----------------'.lilt----' 10 CERTIFICATION P11liYCLE "" 20 30 Voltage(V) ·®·· ({!· LISTED C us Trine~ solar Smart Energy Together 40 50 ELECTRICAL DATA (STC} Peak Power Watts-PMAX (Wp) 300 305 310 Power OutputTolerance-PMAx (%) 0 -+3 Maximum PowerVoltage-VMPP (V) 36.2 36.6 37.0 Maximum Power Curreni-IMPP (A) 8.28 8.33 8.38 Open Circuit Voltage-Voc (V) 45.4 45.5 45.5 Short Circuit Current-lsc (A) 8.77 8.81 8.85 Module Efficiency ~m (%) 15.5 15.7 16.0 STC: lrradiance 1000 W/m2, Cell Temperature 25°C, Air Mass AM1.5 according to EN 60904R3. Typical efficiency reduction of 4.5% at 200 W/m2 according to EN 60904-1. ELECTRICAL DATA (NOCT} Maximum Power-PMAX (Wp) 223 227 231 Maximum Power Voltage-VMPP (V) 33.5 33.8 34.1 Maximum Power Current-IMPP (A) 6.66 6.72 6.77 Open Circuit Voltage-Voc (V) 42.1 42.2 42.2 Short Circuit Current-lsc (A) 7.08 7.11 7.15 NOCT: lrradiance at 800 W/m2, Ambient Temperature 20°C. Wind Speed 1 m/s. MECHANICAL DATA Solar cells Cell orientation Module dimensions Weight Glass Backsheet Frame J-Box Cables Connector TEMPERATURE RATINGS , Multicrystalline 156 x 156 mm (6 inches) 72 cells (6 x 12) 1956 x 992 x 40 mm(77x 39.05 x 1.57 inches) 27.6 kg (60.81b) 4.0 mm,High Transmission, AR Coated Tempered Glass White Silver Anodized Aluminium Alloy IP 65 or IP 67 rated Photovoltaic Technology cable 4.0mm' (0.006 inches'), l200mm (47.2 inches) MC4 or MC4 Compatible MAXIMUM RATINGS 315 37.1 8.51 45.6 9.00 16.2 235 34.1 6.88 42.3 7.27 Nominal Operating Cell 44°C (±2°C} Operational Temperature -40-+85°C Temperature (NOCT) Temperature Coefficient of PMAX -0.41%/"C Temperature Coefficient of Voc -0.32%/"C Temperature Coefficient of lsc 0.05%/"C WARRANTY 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 Maximum System Voltage Max Series Fuse Rating CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. lOOOVDC (IEC) lOOOVDC(Ul) 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 82290 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 poe_, eo, s~ r i?>J ~· ~ 7 fo~S SolarCity Calculations by: JA Reviewed by: AW Table of Contents 1 Cover lener and Design Summarv 2 Vicinitv Map 3 USGS Site Data 4 Dead load Summarv 5 lateral load Analvsis 6 Roof Framing Analvsis 1 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 1 0%. 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 wem checked under the loading condition before and after PV system installation. The framing was checked 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 forc:e 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 determ~ned 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 lilJSGS 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/U/III 2mi 1-------'----. SOOOm -h q j: ;~ > ,~\ /," ~~~~-~~~. mapquest ® MapQuen USGS-Provided Output 5 5 = 1.059 g 51= 0.409 g SMS = 1.140 g SMl = 0.651 g 5 05 = 0.760 g SOl = 0.434 g For information on how the SS 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. -= _. fll Ul MCE"' Response Spectrum 1.20 1.09 0.96 0.94 0.12 0.60 0.49 0.36 0.24 0.12 0.00 +-----il--+--1--+-----if---+--+--+-----t---1 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 l.GO 1.90 2.00 Period, T (sed ";. ._. fll Ul Design Response1 Spectrum 0.913 0.90 0.12 0.64 0.56 0.49 0.40 ......... ~ 0.32 0.24 O.lG 0.09 0. 00 +----il--+-+-+----t---+--1--t----f---1 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey1 we provide no warranty1 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=33.10330278&1ongitude=-1'17.2642694&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 flverage 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 Length 292 ft Effective Wall Area 304 sf Effective Wall Area 1,168 sf Average Wall Weight 10 psf Average Wall Weight 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 System 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 < 8.0B psf; 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 164 ft 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 /bs Total Wall Weight 6,560 /bs Total RoofTop Unit Weight 0 /bs Total RoofTop Unit Weight 0 /bs Total MP Roof Level Weight 66,120 lbs Total MP Roof Level Weight 69,640 lbs 10% of Total Weight 6,612 /bs 10% of Total Weight 6,964 /bs Added Weight Since Original Structure 0 /bs Added Weight Since Original Structure 0 /bs Additional Weight Allowance 6,612 lbs Additional Weight Allowance 6,964 lbs Number of Modules 36 Number of Modules 36 Weight Per Module 61 /bs 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 /bs 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 psf; CHECK 3.12 psf < 9.29 pst CHECK Simpson Strong-Tie Truss: All MP's PV 1 side Project Name: La Costa Paloma 10/23/2015 10:39:53AM I of! Component Solutions™ Tmss Version: 5.21.0 [Build 5] Spao 38-0-0 0-4-0 0-0-0 Loading Load TCIL: TCDL: BCIL: BCDL: (psfj 20 14(rnke) 0 6 Plate Offsets (Jnt.X, Y,Ang). Reaction Summary JT Txpe Brg ConDo l Pin(Wall) I 9 HRoll (Wall) I Material Summary TC DFL#2 2x4 BC DFL#2 2x4 Webs DFL #2 2x4 Loads Summary Pitch 4/12 6-10-8 6-10-8 9-10-14 9-10-14 General Qty I Bldg Code: IBC 2012/ '!PI 1-2007 Rep Mbr Increase : 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 \lertll.: 0.19in 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 (Joe) (10-11) (9-10) 9 (1:4-14,2-1,0.) (2.0-0,3-1 1,33.) (3 :0-9,1-11,18.) (4.0,),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.) (11:0-0,2-0 0.) (12:0-0 3-8,0.) (13:0-0 3-8 0.) BmWidth 3.5 in 3.5 in Material Stccl Steel Rqd BrgVv'idth 1.50 in 1.59 in Ma:xReact l,3lllbs 1,49llbs Max Gmv Uplift Max MWFRS Uplift Max C&£ Uplift Bracing Summary TC Bmcing Sheathed or Purlins at 2-2-0, Purlin design by Others. BC Bracing Sheathed orPurlins at 10-o-o, Purlin design by Others. I) Mininmmstomge attic loading in accotdance with IBC 'lllble 1607.1 has not been applied 2) In accordance with me Thble 1607.1, mininmmBCIL's do not apply. Load Case Lrl: Std Live Load Distributed Loads Merrber Location l Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9-0 15-3-0 Down Proj -20 p_sf -20 psf 24 in Load Case Dl: Std Dead Load Distributed Loads Merrber Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9-0 15-3-0 Down R""' 6 psf 6 psf 24 in Member Forces Summary Table indicates: Mcni>eriD, max CS~ rrnx axial force, (max compr force if different from max axial fmte) TC .14-l 0.009 7 lbs 4-5 0.390 -2,277 lbs 8-9 0.860 -3,854lbs 1-2 0.703 -3.348 lbs 5-6 0.390 -2,296lbs 9-15 0.009 7lbs 24 0.405 -3,044 lbs 6-8 0.470 -3,397lbs BC 9-10 0.831 3,603 lbs 12-13 0.653 2,6211bs 10-12 0.649 2,847 lbs 13-1 0.765 3,130 lbs Webs 2-13 0.088 -346lbs 5-12 0.173 978lbs 8-10 0.135 -548lbs 4-13 0.094 400 lbs 6-12 0.772 -895 lbs 4-12 0.532 -618lbs 6-10 0.096 545lbs Notes: !)When this truss has been chosen for quality assurance inspection, the PlatePlacerrent Method per1PI l-2002/A1.2 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 Max Horiz 0 lbs 0 lbs WGT/PLY 150lbs 0-4-0 0-0-0 NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accumcy and completeness of the infonmtion 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 & Genernl Notes" page for additional infonmtion. All connector plates shall be nmmfactured by Simpson Strong-'D.c 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 ~geplate, or"S# 18", which indicates a high tension 18 @Ugeplate. Simpson Strong-TieCompaoy Simpson Strong-Tie Truss: All MP's PV 2 Side Project Name: La Costa Paloma 10/23/2015 10:41:19AM !of! Component Solutions™ Tmss Version: 5.21.0 [Build 5] Span 38-0-0 0-4-0 !1 o"' 11t t 0-0-0 Loading Load TCLL: TCDL: BCLL: BCDL: (Jlsn 20 14(mke) 0 6 Plate Offsets (Jnt.XY,Ang). Reaction Summary JT Type Big Cord:lo l Pin(Wall) 1 9 HRoll (Wall) 1 Materiaf 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 I Bldg Code : IBC 2012/ 1PI 1-2007 Rep Mbr fucrease : No D.O.L.: 125% OHL 0-4-0 6-0-12 12-11-4 9-1-2 19-0-0 CSISummary TC: 0.95 (8-9) BC: 0.88 (13-1) Web: 0.56 (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 "\krt lL: 0.67 in vertLL: 0.13 in HorL lL: 0.2 in Creep Factor, Kcr= 1.5 9-1-2 28-1-2 L/ L/669 L/999 CANTR 0-0-0 (loc) (12-13) (9-10) 9 (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.) BroWidth 3.5 in 3.5 in Material Steel Steel Rgd BrgWidth 1.50 in 1.50 in Max React 1,243 lbs l,302lbs Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Bracing Summary TC Bmcing: Sheathed orPurlins at 2-1-0, Purlin design by Others. BC Btacing Sheathed orPurlins atl0-0..0, Furlin design by Others. I) MiniiiUlm stom~ auic loading in accmdance with IBC Table 1607.1 has not been applied 2) In accordance with IBC Thb1e 1607.1, minirrmmBCLL's do not apply. Load CaseLrl: Std Live Load Distributed Loads Mcrrber Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9-0 15-3-0 Down Proj -20 psf -20 psf 24 in Top Chd 23-2-0 32-7-0 Down Proj -20 psf -20 psf 24 in Load Case Dl: Std Dead Load Distributed Loads Menbcr Location I Location 2 Direction Spread Start Load End Load Trib Width Top Chd 2-9-0 15-3-0 Down Ralre 6 psf 6 psf 24 in Top Chd 23-2-0 32-7-0 Down Rake 6 psf 6 psf 24 in Member Forces Summary Table indicates: MenberiD, max CSI, max axial force, (max compr furce if different from max axial force) TC 14-1 0.010 7 lbs 4-5 0.451 -2,06Ilbs 8-9 0.953 -3,255 Ibs 1-2 0.757 -3,l35lbs 5-6 0.451 -2,063lbs 9-15 0.010 71bs 24 0.440 -2,830 lbs 6-8 0.411 -2.892 Jbs BC 9-10 0.847 3,034 lbs 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 -348lbs 5-12 0.185 837lbs 8-10 0.100 4081bs 4-13 0.094 4021bs 6-12 0.564 -6541bs 4-12 0.533 -618lbs 6-10 0.089 450 lbs Notes: 1) When this truss bas been chosen fur quality assurance inspection, thePlatePlacerrent Method perlPI 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 MaxHoriz o lbs 0 lbs WGT/PLY 150lbs 0-4-0 0-0-0 NOTICE A copy of this design shall be furnished to the erection contmctor. The design of this individual truss is based on design criteria and requirerrents supplied by the Truss Manufacturer and relies upon the accmacy and corrq>leteness ofthe infonmtion set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely fur the truss component design shown. See the cover page and.the "Important Infonmtion & General Notes" pa!P for additional infonmtion. All connector plates shall be mmufacturcd by Simpson Strong-lie Company, Inc in accordance with ESR-2762 . All connector plates are 20 gauEJ:, unless the specified plate size is followed by a "-18" which indicates an 18 gang.:: plate, or"S# 18", which indicates a high tension 18 gang: plate. Simpson Strong-Tie Company CALCULATION OF DESIGN WIND LOADS-ALL MPS Mountina Plane Information Roofing Material PV System Type Spanning Vents Standoff (Attachment Hardware) Roof Slope Rafter Spacing Framinq Type I Direction Purlin Spacing Tile Reveal Tile Attachment System Standinq Seam/Trap Soacinq Wind Desi n Criteria Wind Design Code Wind Design Method Basic Wind Speed Exposure category Roof Style Mean Roof Hei ht ·. X-X Purlins Only Tile Roofs Only Tile Roofs Only SM Seam Only Wind Pressure Calculation Coefficients Wind Pressure Exposure K, TopQgraphic Factor l<zt Wind Directionality Factor ~ Importance Factor I ,, ' Velocity Pressure qh Ext. Pressure Coefficient (Up) GCo IUol Ext. Pressure Coefficir;:mt(Down) .. · G.CofDowril .'.,.· Desiqn Wind Pressure p Wind Pressure Up Pluo) Wind Pressure Down Pldnwn) ALLOWABLE STANDOFF SPACINGS Max Allowable Standoff Spacing Max Allowable Cantilever Standoff Confi uration Max Stani;loff tributary Area PV Assembly Dead Load Net Wind Uplift at Standoff Uplift Capacity of Standoff Standoff Demand .Ca aci ' ·. ·· .. ...... Comp Roof SolatCity SleekMoune"' No Como MountTyoe c 18° 24"0;C Y-Y Rafters NA NA NA NA ASCE 7-10 Pal"tially /Fully Enclos~d Method 110 mph c 0.95 1.00 .. 0.85 .NA ' ·. .. qh = 0.00256 (Kz) (Kzt) (Kd) ('VA2) 24.9 psf Wind Pressure -0.88 0:45 .. ·'·. ' .. · P = qh (GC0) -21.8 psf 16.0 psf X-Direction I ·.·. .. ' Fig. 26.5-1A Sei:ti.on 26.7 Fig. 30.4-2A/B/C-5NB Section 26.2 Table 30.3-1 $ection 2.6.8 Section 26.6-1 .. Equation 30.3-1 Fig. 30.4-2NB/C-5A/B Fig.~of422/i.fB/C"SAJB Equation 30.4-1 Y-Direction 39" NA ' . Mono Multi Solutions ·------------·------------------------------------------------·------·-----------------------------------·-------·----------·--------------------------·--··--·-----------------------------------------------------·-------------------------------------------------- 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 M 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 ~ I aoetrom T~· Ina Solar's /' In ear Warranty 10 15 20 B Trin:.~.r;;:nbr 25 THE Trinamount MODULE TSM-PD14.18 ------------------------------------------------------------~-------------------- 9!"' soo 7.00 z6.oo 1§' s.oo w· ~ 4,00 () 3.00 2."' 1."' o.oo o.oo DIMENSIONS OF PV MODULE unil:mm 6-04.3 GROUNDING HOLE 1-------~-----1 35 Back View 1-V CURVES OF PV MODULE m ~nn" ' " -.......\ 600W/m' \ ----\ 4VVHI" \ ?mW/m2 "" . -···-······ ·-·-· -.. \ \\ ·-\ \' i\\ 10.00 20.00 30.00 40.00 Vollage(V) CERTIFICATION c@us USTED so.oo ELECTRICAL DATA@ STC Peak Power Watts-PMAX (Wp) 295 300 305 Power Output Tolerance-PMAx (%) 0-+3 Maximum PowerVoltage-VMP (V) 35.8 36.2 36.6 Maximum Power Current-IMPP (A) 8.25 8.28 8.33 Open Circuit Voltage-Vee (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-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, Ambient Temperature 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 7.11 310 37.0 8.38 45.5 8.85 16.0 231 34.1 6.77 42.2 7.15 Frame J-Box Cables Black Anodized Aluminium Alloy with Trinamount Groove IP 65 or IP 67 rated Photovoltaic Technology cabiH 4.0mm' 1400mm Connector TEMPERATURE RATINGS Nominal Operating Cell Temperature (NOCT) H4 Temperature Coefficient of PMAX Temperature Coefficient of Voc Temperature Coefficient of lsc WARRANTY 44°C (±2°C} -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 MAXIMUM RATINGS Operational Temperature Maximum System Voltage Max :Series Fuse Rating -40-+85°C 1000V DC(IEC) 1000V DC (UL) 15A I I<( I~: ~~ I z1 I LUI ___ __jl ~ -------------------------------------------------------------------------~-------------------------- Trin11solar Smart Energy Together CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USit~G THE PRODUCT. © 2014 Trina Solar Limited. All rights reserved. Specifications included in this data sheet are subject to change without notice. ;SolarCity ZepSolar Project Name: Community Housing Works-La Casta Paloma Address: 1953 Dove Lane CA 92009 Code= ASCE/SEI 7-10 Wind Speed= Occupancy Category width= length= max span= Roof Height = Roof Slope= a= 110 mph c II 39ft varies 25 15ft 7 degrees 3.9 feet (ASCE 7-10 Equation 30.8-1) qh = .00256 K, K,t Kd V 2 K, = 0.85 Kzt = 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 Effective Zone 3 Zone 2 Wind Area > a2,:::; 4.0a2 > 4.0a2 2 < 4 0 2 >a,-. a p > 4.0a2 a2 = 4.0a2 = Maximum Tributary Width to purlin = 2.36 -2.55 1.57 -1.67 44.89 -48.45 29.93 -31.71 15.21 ft2 60.84 ft2 6.5 feet 2.36 -2.55 1.57 -1.67 44.89 -48.45 29.93 -31.71 Digitally signed by Andrew White Date: 2015.10.27 18:22:23 Zone 1 1.57 -1.67 1.57 -1.67 29.93 -31.71 29.93 -31.71 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"<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 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 -22.61b/ft lllllll!l!lll!!!l\llll!lllllllllllll!lllllllllllllllllllllllllllllllllllll!lllllllliiii!Jl1!11!11111Ullllllllllllllll1!111111111lllllllllllllllllll!l1lllllllll-li!IJII!Jlll!l!lllllllllllllllllllllll!lllllllllliiiiii!IIIIUIIIIIIIIlllllllllllQ N1 N3 N2 Loads: BLC 1, DEAD Solution: Envelope SolarCity JA 9177184 SK-2 City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:31 PM Dead Load zs Beam.r3d -211 -3lb/ftiTrrrrrmmTmmTmmTmmTmmTmmTmmr====mnrrmmmnrrmrrmmnm=mnmmnmmnmmnm========mnrrmnrrmrrrrmnrrmm lllllllllllllllll \lll!li!IJII!llllll! II Jlllllillllll!III!UIIIIlllllllllllllllllllllllllwu:m:Jlllllllll!llll!llllll!lllJJ!JIIIIIlllllllllllliii!IIJIIIlllll!lllll!lllll!llll!llllllllllJIIIllillllllllllllllllllll!liJIIII!lllllllllll!liDID!IUlJI N1 N3 N2 Loads: BLC 2, WIND DOWN Solution: Envelope SolarCity JA 9177184 SK-3 City of Rancho Cucamonga-Day Creek Fire Station Oct 23, 2015 at 12:31 PM Wind Down zs Beam.r3d !f!.lmnrmrnrimmrrrrmmmnmnmmtmmmmmnmnnmmmtmnmmmmmrrrmrrrrnmtmmmmllmtmmnrrrrrrrrrnrrrrmnmrrtrrrrrrrrrrrrmmtmmlltrnmmmmrnmnmllntrrrnmrrrrmnn!N2 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 ~ lffi " 1N3 -· .81 -. ·-+N2 N1 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 Cold Formed Steel Section Sets Label Shaoe TVP5l 1 MBLCS-12 ... MBL8X3.5 ... Beam 2 MBL C12-12 .. MBL 12X3.5 .. Beam 3 MBL C8x4-1 .. MBL8X3.5 ... Beam 4 SKY C10x3 .... SKY C1Qx3 .... Beam 5 SKU C10x4 .... SKY C10x4 .... Beam 6 SKY C8x3.5-.. SKY C8x3.5-.. Beam Community Housing Works -La Casts Polma Nu .3 .3 Design List Material Desion Rules Alin21 cs A607 C1 Gr ... Typical 1.68 cs A607 C1 Gr. .. Tvoical 2.1 cs A607 C1 Gr ... Tvoical 1.68 · .. cs A607C1 Gr ... Tvoical 1.883 cs A607 C1 Gr. .. Tvoical 1.988 cs A607C1 Gt ... Tvoical . 1.673 Joint Coordinates and Temperatures Label X fftl y fftl z fftl 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 lvv lin41 2.732 3.093 2.732 2.909 4.042 2.71 Temo fFl 0 b 0 ·. 0 0 0 .. · Oct 27, 2015 4:25PM Checked By: __ lzz lin41 J lin41 17.023 .006 43.99 .008 17.023 .006 28.458 .007 31.026 .007 16.92 .006 Detach From DiaQ, .. Joint Label X lklir11 y lklir11 z lk/il}]_ X Rot.lk-ft/radl Y Rot.lk-ft/radl Z Rot.lk-ft/radl Footino 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 C.alcs 97 Include Shear Deformation? Yes Include Waroino? .· cc_ Yes Trans Load Btwn lntersectina Wood Wall? Yes Increase Nailino Caoacitv for Wind? Yes .. · ···. Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 . P-Delta Analysis Tolerance 0.50% Include P~Delta for Walls? Yes Automaticlv Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall $tiffnes s3 . .. .·.· Gravity Acceleration (ftfsecA2) 32.2 Wall Mesh Size (in) 1.2 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis .• .. · . y Global Member Orientation Plane xz Static Solver Sparse Accelerated· .· Dynamic 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 Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use.Cracked Sections? Bad Framing Warninos? Unl.lsed Force Warninos? Min 1 Bar Diam. Spacino? concrete· Re6ar Set Min % Steel for Column Max %Steel for Column Seismic Code Seismic Base Elevation (ft) Add Base Weight? CtZ ·. CtX T Z(sec) T X (sec) RZ ·· RX Ct Exp.Z ; Ct Exp. X SD1 SDS 51 TL (sec) Risk Cat Seismic Detailino 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 5100-07: ASD AF&PA NDS-05/08: ASD < 100F ACI318-11 ACI .530-08: ASD AA ADM1-05: ASD -Building 4 4 Exact Integration .65 Rectangular 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 fBLC 1 : DEAD> Member Label Direction M2 y M1 y Member Label Direction M2 y M1 y 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 BLC Description 1 DEAD 2 WIND DOWN 3 WINDUP Load Combinations Community Housing Works -La Casts Palma Direction y y Cateoorv X Gravitv Y Gravitv Z Gravitv Joint DL None · .. None Point ' Oct 27,2015 4:25PM Checked By: __ Distributed AreaiMe ... SurfaceiP ... 2 2 2 D S I PD SR BLC F t BLC F t BLC F t BLC F t BLC F t BLC' F t BLC F t BLC F t escnot1on ove ... . .. ac or ac or ac or ac or ac or ' ac or ac or ac or 1 Wind Uo Yes 1 .6 3 .6 2 Wind Down Yes 1 1 2 · .. ;$ 3 Wind Up Def.. Yes 3 .42 4 Wind Down .. : Yes 2 .42 ' / Envelope Joint Reactions Joint Xflbl LC Yflbl LC Zflbl LC MX flb-ftl LC MY flb-ftl LC MZ flb-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 -.,.662-1;9 1 0 ·. 1 Envelope Member Section Forces Member Sec Axialflbl 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 .. i 1 -692.219 1 () 1 .o 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 I -1734:167 2 0 1 0 f.·'. 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 () 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 10.0.1 [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 linl LC v linl LC z rinl LC x Rotate lr ... 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: __ n\ Ltv Ratio LC n\ Liz 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-3D Version 1 0.0.1 [C:\ ... \ ... \ ... \Com structural reviews\8-15\9216203\beam report\ZS Beam.r3d] Page 4 ~7 ( mbl~ Your Construction Partner (or Solar Success STRUCTURAL CALCULATIONS BEACON PHOTOVOLTAIC SOLAR STRUCTURES PROJECT: Basis ofDesign: LA COSTA PALOMA APARTMENTS 1953 DOVE LANE CARLSBAD, CA 92009 PREPARED AT THE REQUEST OF: Solar City 3055 Clearview Way San Mateo, CA 94402 October 14, 2015 1. 2013 California Building Code Table of Contents Loads 2. ASCE 7-10 3. AISC 14th Edition (360-10) 4. ACI318-11 Structure Design Module Spec Sheet 1-3 4-64 65-66 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 management, etc. due to wind pressure. MBL energy and Neal Shah are not accountable for the zep solar and its connections and the C purlin design and its connections. Embedment depth to be specified by geotechnical report per soils table. 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 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+0.7E (0.6-0.14S05)D+0.7E ~: t1 MADE BY SHEET NUMBER AT CHECKED ElY 1 rJS 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 (K,) (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 !Conti. 110 mph 0.85 c 0.85 1 0.85 Open NA See below 7 degrees Rack system Net Pressure Coefficients (C.) (Fig. 27.4-4) Monoslope Wind direction o· Wind direction 180• Angle Load Case Clear Wind Flow -Clear Wind Flow CNw I c., 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,*K,= 22.4 psf 12. Design Wind Pressure (p) = qh *G*C• Ultimate Design Wind Pressure (p)-q" *G*C• Wind direction 0 Wind direction 180 Angle Load Case Clear Wind Flow Clear Wind Flow CNw I CNL CNw I c., 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 9 less than 7.5, use load coefficients foro· 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 10J1.t'12015 Offll!J!'! ~.ap;s Summ($y-Heptt"l IUJSGS Design Maps Summary Report User-specified Input Report Tide La Costa Paloma "~':in Oc:o;:.e-12, 2015 21J:!J4:4~ ..., TC Building Code Reference Doeumcn1: ASCE 7-10 Standard Site Coordinates 33.10386"N, 117.25426°W Site Soil ClassUieation Site Class 0-"Stiff Soil" Risk Ca1:egory l/!T/!!1 •-y--c#' ~ ··(~ USGS...Provided Output s. = 1.059 g s, = 0,409 g .. s,.. = 1.140 g s.,, = 0,651 g S.,.= 0.750 g s.,, = 0.434 g For in'fo,...mation an how the SS and Sl v-alues above have b~ calculated frcm probabiU5tf('; {risk-targeted) and uetermklistic g'round moFons in the direction o~ maximum horizont~l r-esponse, please-retu~"n tu the applic:atloro and sdct..'t the "2009 NfHRP"' ouUdmg eode refcrc-ru:c documen:. 0.760 Non building Structure R= C,= Load Combinations 1.25 0.61 1.106 D+O. 7E 0.494 D+O. 7E (Cantilevered Column System) MADE BY SHEET NUMBER AT CHECKED BY 3 NS aa-· --Calculated By: Checked By: --;;.-b1-~cncl~$Y ~ Weld Tab Desie:n ... -r-!' ! oo LJI Plate Design TW= TL= CD= TA= C= s p 0.6D-0.6W= Vo.7E= Vo.Go-o.Gw= h= M= v= b= t= Z= 6.416667 ft 25ft 7 deg 160.4167 ft2 2.91 psf 5.69 plf 20.9 psf 0.61 1402.282 lbs 260.19 lbs 397.77 lbs 3.5 in 1392.21 lb-in 7 in 6 in 0.25 in 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+O.Gww*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 Mn/Ob= 2020.958 lb-in DCR= 0.688886 < 1 OK I use 1/4" x 7" x 6" ASTM A36 Plate I Check Weld P o.Go-o.Gw= FExx= 1402.282 lbs 70.00 ksi tw= 0.1875 in bw= 12.50 in Fw= 34.79766 k Vv/Fw= 0.040 < 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 Sheet: 5 Structure Design Loads - 6 High -52.0 TL= 25ft tributary length (column spacing) a= 9.33 ft maximum cantilever Dzee= 5.69 plf 8" 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= 609.34 lbs (wp *TW+Dz)*TL Pwdown= 3657.50 lbs Wwdl*TW*TL Pwdown= 2566.67 lbs Wwd/TW*TL Pwup= 3352.71 lbs Wwul*TW*TL Pwup= 2566.67 lbs Wwu2*TW*TL PE= 371.70 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 Loads: BLC 2, W Results for LC 6, W -2.567k -3.658k -3.658k -3.112k -2.567k -1.829 •··~r---N2 N4 4.534 ~~-2.295 18.532 Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma-6 High -1.284k N3 Sheet-7 3 high up.r2d Eix Loads: BLC 1, D Results for LC 5, D -.609k -.609k -.609k -.304kl , ,,. ---~L----,_--N2 N4 ~~4 j~ 5.426 Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma-6 High Sheet-6 3 high up.r2d lix Loads: BLC 3, -W Results for LC 7, -W ~N3 ~21 l ___ , 12.567k .. 284 k ~ 2.567k \ 4 ---· 1 \ 2.96k 1.677k 13 353k ~ 13.353k . -17·6~ '1 3.656 2.183-$} Z-moment Reaction Units are k and k-ft MBL Energy Sheet-8 AT La Costa Paloma-6 High 3 high up.r2d ~X . 372k .. .186~ . .Ill! .372k ... N:l .372k 2 -,... .372k ... N2 .186k .372k .. _,... ---~4 2 ~~ ~ --2.231 '-- Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-9 AT La Costa Paloma-6 High 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-6 High E [ksi] G[ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 N2 0 3 N3 18.167 4 N4 -18.167 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases BLC D . f escno110n c t a eaorv XG "t raVItV 1 0 OL 2 w .·. LL ·' 3 -W WL 4 E WL Load Combinations Nu .3 Oct 12, 2015 Checked By: NS I .65 I .49 Therm (\ 1 E5 F) Density[kfftA3J Yield[ksi] 46 y [ft] Temo [FJ 2.5 0 12.75 0 15 0 10,5 0 Material ASTM A500 GrB ASTM A500 GrB YG ·t rav1tv J . t o1n p . t om D. t ·b t d 1s n u e -1 7 7 7 7 ··. 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 0+0.6W Yes y 1 1 2 .6 2 • .o.6o:o.6W Yes. y 1 .6 3 .6 3 1.1 060+0. 7E Yes y 1 1.10E 4 .7 4 0.4940+0.7E Yes y 1 .494 4 .7 ··.· 5 0 y 1 1 6 w y 2 1 ·. ·' 7 -W y 3 1 8 E y 4 1 Member Point Loads CBLC 1 : DJ Member Label Direction M2 y M2 y RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Oesign\Calcs\3 high up.r2d] Page 10 : MBL Energy :AT Company Designer Job Number Model Name : La Costa Paloma-6 High Member Point Loads (BLC 1 : D) (Continued) Member Label Direction 3 M2 y 4 M2 y 5 M2 y 6 M2 y 7 M2 y Member Point Loads (BLC 2 : W) Member Label Direction 1 M2 v 2 M2 v 3 M2 v 4 M2 v 5 M2 v 6 M2 v 7 M2 v Member Point Loads (BLC 3 : -W) Member Label Direction 1 M2 v 2 M2 v 3 M2 v 4 M2 v 5 M2 v 6 M2 v 7 M2 v Member Point Loads fBLC 4 : E) Member Label Direction 1 M2 X 2 M2 X 3 M2 X 4 M2 X ·. 5 M2 X 6 M2 X 7 M2 X Member Section Forces LC Member Label Sec 1 1 M1 1 2 . 2 3 3 4 4 5 5 6 1 M2 1 7 2 8 .· 3 9 4 10 5 11 2 M1 1 12 2 13 3 14 4 15 5 16 2 M2 1 Maanituderk k-ft1 -.609 -.609 -.609 -.609 -.304 Maanituderk k-ft1 -1.829 -3.658 -3.658 .,.3.112 -2.567 -2.567 -1.284 Maanituderk k-ft1 1.677 3.353 3.353 2,96 2.567 2.567 1.284 Magnitudefk k-ftl .186 .372 .372 .372 .372 .· .. .372 .186 Axialrkl Shearrkl 16.545 1.347 16.448 .. 1.347 16.351 1.347 16;254 .. 1.347 16.157 1.347 0 .004 -.155 -4.!i38 .347 .. · 8.522 .155 3.562 ·. 0 002 -7.319 -U~15 -7.377 .,.UI15. -7.435 -1.~115 -7.493 -U115 -7.551 -1.~115 0 -.001 RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 h1gh up.r2d] Oct 12, 2015 Checked By: NS Locationrft %1 12.076 18.535 24.993 31.451 36.304 Locationrtt %1 .308 5.619 12.076 18.535 24.993 31.451 36.304 Locationrft %1 .308 5.619 12.076 18.535 24.993 31.451 36.304 Locationfft %1 .308 5.619 12.076 18.535 24.993 31.451 36.304 Momentrk-ft1 -1.823 -5.274 -8.724 -'12.175 -15.626 0 23.806 84.35 19.639 0 -1.753 1.618 4.988 . 8.359 11.73 0 Page 11 I! Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 6 High Member Section Forces (Continued) LC Member Label Sec Axialrkl 17 2 -.093 18 ... · . 3 .208 19 4 .093 20 5 0 21 3 M1 1 6.001 22 2 5.894 23 3 5.787 24 .· 4 5.679 25 5 5.572 26 3 M2 1 0 27 2 .216 28 3 -.52 29 4 -.216 30 5 0 31 4 M1 1 2.68 32 ... ; · . 2 2.632. 33 3 2.585 34 ·.· 4 2.537 35 5 2.489 36 4 M2 1 0 37 2 .311 38 ; . 3 -.732 39 4 -.311 40 ·.· 5 0 Member Section Deflections LC Member Label Sec x rinl 1 1 M1 1 0 2 2 -.002 3 3 -.004 4 4 -.006 5 5 -.008 6 .. 1 M2 1 -.143 7 2 -.143 8 3 -.143 ·. 9 4 -.143 10 5 '-.143 11 2 M1 1 0 12 .· .. 2 0 13 3 .002 14 4 .003 15 5 .004 16 2 M2 1 .059 17 2 .059 18 .. . .. 3 .059 19 4 .059 20 ·. ·. · .... .. 5 .059 .. 21 3 M1 1 0 22·· . 2 0 23 3 -.001 24 ·. 4 -.002 25 5 '-.003 26 3 M2 1 .264 27 2 .264 28 3 .264 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high up.r2d] Shearrkl 2.266 -3.945 -1.561 0 1.581 1.581 1.581 1.581 1.'581 0 -1.431 3.208 1.427 -.003 1.57 .· 1.57 1.57 1.57 1.57 0 -.665 1.493 .662 .. -.003 v rinl 0 .003 .022 .065 .143 "3.905 -1.469 .01 -.552 -1.903 0 .002 -.001 -.019 -.059 2.018 .764 -.004 .203 .766 0 -.023 -.083 -.168 -.266 -.317 -.028 -.035 Oct 12, 2015 Checked By: NS Momentrk-ftl -12.167 -42.24 -8.971 0 16.943 12.891 8.839 4.787 .734 0 7.314 27.247 7.602 0 16.42 12.398 8.375 4.352 .329 0 3.403 12.655 3.529 0 In\ Ltv Ratio NC NC 5597.642 1884.599 859.067 219.516 1010.488 229.645 325.117 NC NC NC NC 6634.809 2068.005 350.9 NC 570.486 779.691 NC NC 5339.626 1486.822 734.102 462.428 NC 1518.773 1560.739 Page 12 Ill !ilt~DPJ llt~r~l TECHNOLOGIES Company Designer Job Number Model Name : MBL Energy :AT : La Costa Paloma-6 High Member Section Deflections (Continued) LC Member Label Sec 29 4 30 5 31 4 M1 1 32 2 33 3 34 4 35 5 36 4 M2 1 37 2 38 3 39 4 40 5 Member AISC 14th(360-10): ASD Steel Code Checks x finl .264 .264 0 0 0 0 -.001 .253 .253 .253 .253 .253 v nnl -.756 .· -1.'Y85 0 :".022 -.08 -.1161 -.255 .·.· .1133 .144 -.033 -.541 -1.'192 Oct 12, 2015 Checked By: NS (n) Uv Ratio 1000.359 299.236 NC 5515.834 1540.36 762.947 482.435 NC NC 2037.693 607.011 319.498 LC Member Shape UCMax Locfftl Shear UC Locfftl Pnc/om fkl Pntlom fkl Mn/om fk-... Cb Ean 1 1 M1 HSS10x10x5 .210 10.25 .015 0 286.313 30!5.749 86.034 1.546 H1-1b 2 1 M2 HSS10x10x5 .982 18.306 .097 18.306 132.27 30~5.749 86.034 1.554 H1-1b 3 2 M1 HSS10x10x5 .149 10.25 .015 0 286.313 30~5.749 86.034 1.851 H1-1b 4 2 M2 HSS10x10x5 .492 18.306 .045 18.306 132.27 30!>.749 86.034 1.562 H1~1b 5 3 M1 HSS10x10x5 .207 0 .018 0 286.313 3015.749 86.034 1.62 H1-1b 6 3 M2 HSS10x10x5 .318 18.306 .037 18.306 132.27 30!5.749 86 .. 034 1,535 H1..:1b 7 4 M1 HSS10x10x5 .196 0 .018 0 286.313 30!5.749 86.034 1.645 H1-1b 8 4 M2 HSS10x10x5 .148 18.306 .017 18.306 132.27 3015.749 86,034 1.535 H1-1b Joint Reactions LC Joint Label Xlkl Ylkl MZ lk-ftl 1 1 N1 -1.377 16.54S -1.823 2 1 Totals: -1.377 16.54E• 3 1 COG (ft): X: -.936 Y: 12.5'14 4 2 ' N1 .. 1.31 . -7.319. .· -1.753 5 2 Totals: 1.31 -7.319 6 2 COG (ft): .. . X: -1.584 Y: 12.7'17 7 3 N1 -1.561 6.001 16.943 8 3 Totals: -1:561 6.001 9 3 COG (ft): X: .127 Y: 12.4 10 4 N1 ·. .0:1.561 2.68 ·. 16.42 11 4 Totals: -1.561 2.68 12 4 COGlft): X: .127·· .. Y: 12.4 .· ... RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high up.r2d] Page 13 u Calculated By: Checked By: Sheet: Structure Design Loads-3 High Down-52.1 ~·-e=~· ~ -~~ _! ,,~~--.-! --~- " ...... 4·-~'---' ~--------t- TL= 24ft tributary length (column spacing) a= 3.58 ft maximum cantilever Dzee= 5.69 plf 8" 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= 584.97 lbs (wp *TW+D2}*TL pwdown= 3511.20 lbs Wwdl*TW*TL Pwdown= 2464.00 lbs Wwd2*TW*TL Pwup= 3218.60 lbs Wwul*TW*TL Pwup= 2464.00 lbs Wwu2*TW*TL PE= 356.83 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 14 Iix Loads: BLC 1, D Results for LC 5, D -.292k N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -.585k -.585k I -.292kl ,~N2 ,~ 2.803 La Costa Paloma-3 High Down Sheet-15 3 high Down.r2d Iix Loads: BLC 2, W Results for LC 6, W -1.75 N4 Z-moment Reaction Units are k and k-ft MBL Energy AT 3 511k -2 464k 1 232k N2 75.508 ~~-1.149 8.889 Sheet-16 La Costa Paloma-3 High Down 3 high Down.r2d Loads: BLC 3, -W Results for LC 7, -W I Z-moment Reaction Units are k and k-ft MBL Energy AT -8.454 ~~6.213 1.093 _.,.'N La Costa Paloma-3 High Down Sheet-17 3 high Down.r2d fix Jz7k ... ~ N2 . 357k .... . 179k N4 :2: 1111. ~16 ~ ·1.071 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-18 AT 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 N1 0 2 N2 0 3 N4 -17.41 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases BLC D . t" escnouon c t a eaorv XG . rav1tv 1 0 OL 2 w LL 3 -W WL 4 E ' WL Load Combinations Nu .3 .· Descriotion s o ... P ... ... B ac ... S LCF BLCF ac .. .BL c Fac .. .BL c Fac ... BL 1 0+0.6W Yes y 1 1 2 .6 2 0.60~0:6W Yes y 1 .6 3 .6 .· .. 3 1.1 060+0. 7E Yes y 1 1.10€ 4 .7 4 0.4940+0.7E Yes y 1 .494 4 .7 5 0 y 1 1 6 w y 2 1 ' 7 -W y 3 1 8 E y .·· 4 1 .· .. Member Point Loads fBLC 1 : DJ Member Label Direction 1 M2 y 2 M2 .. y 3 M2 y Oct 12, 2015 Checked By: NS I .65 I .49 Therm (\1 E5 F) Density[kfftA3] Yield[ksi] 46 y rttl Temo fFl 2.5 0 12.75 0 10.5 0 Footin Material ASTM A500 GrB ASTM A500 GrB YG . rav1tv Joint Point Distributed -1 i 4 I 4 4 4 c Fac ... BLC Fac ... BL c Fac ... BLC Fac ... BLC Fac ... BLC Fac ... Maanitudefk k-ftl Locationfft %1 -.292 .448 -.585 5.758 -.585 12.216 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Oesign\Calcs\3 high Oown.r2d] Page 19 I Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma -3 High Down Member Point Loads CBLC 1 : DJ (Continued) Member Label Direction M2 y Member Point Loads CBLC 2 : W) Member Label Direction Maanitudelk k-ftl 1 M2 v -1.756 2 M2 v -3.511 3 M2 v -2.464 4 ' M2 v -1.232 Member Point Loads CBLC 3 : -W) Member Label Direction Maanitudelk k-ftl 1 M2 v 1.61 2 M2 v 3219 3 M2 v 2.464 4 M2 v 1.232 Member Point Loads CBLC 4 : EJ Member Label Direction Maanitudelk k-ft1 1 M2 X .179 2 M2 X .. · .· .357 3 M2 X .357 4 M2 X .179 Member Section Forces LC Member Label Sec Axiallkl Shearlkl 1 1 M1 1 8.137 .529 2 2 8.04 .529 3 3 7.943 .529 4 ... I 4 7.846 .529 5 5 7.749 .529 6 1 i M2 1 0 .009. 7 2 -.059 -1.498 8 3 ' -.. 155 ·. -4.349 9 4 -.251 -6.572 10 .. · 5 -.31 -7~765 11 2 M1 1 -3.391 -.687 12 2 -3.449 -.687 13 3 -3.507 -.687 14 . 4 -3.565 ~.687 15 5 -3.623 -.687 16 2 M2 1 0 -.003 17 2 -.035 .691 18 .·. ·.· 3 -.093 2.176 19 4 -.151 3.208 20 . I .· 5 ·. . . -.186 3.675 21 3 M1 1 3.1 .734 22 .· . 2 2.993 .734 23 3 2.886 .734 24 4 2.Tl9 _._ .734 25 5 2.672 .734 26 3 · .. M2 1 0 -.004 27 2 .059 -.522 28 3 .. .201 ~1.377 29 4 .342 -2.232 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] .· Oct 12,2015 Checked By: NS Locationlft %1 .448 5.758 12.216 17.108 Locationlft %1 .448 5.758 12.216 17.108 Locationlft %1 .448 5.758 12.216 17.108 Momentrk-ftl -66.298 -67.654 -69.01 -70.367 -71.723 0 5.613 20.659 42.062 71.723 27.971 29.731 31.491 33.252 35.012 0 -2.894 ..:10.492 -20.898 -35.012 -16.363 -18.244 -20.125 -22.005 -23.886 0 1.74 6.46 13.542 Page 20 Company : MBL Energy Oct 12, 2015 Designer : AT Job Number Checked By: NS Model Name : La Costa Paloma-3 High Down Member Section Forces (Continued) LC Member Label Sec Axiallkl Shemrkl Momentrk-ftl 30 5 .401 -2.075 23.886 31 4 M1 1 1.385 .748 -3.473 32 2 1.337 .748 -5.389 33 3 1.289 .748 -7.305 34 4 1.241 .748 -9.221 35 5 1.194 .748 -11.137 36 4 M2 1 0 -.002 0 37 2 .095 -.242 .814 38 3 . 295 -.642 • 3.017 39 4 .496 -1.042 6.316 40 5 .591 -U!82 11.137 Member Section Deflections LC Member Label Sec x finl v finl (n) Ltv Ratio 1 1 M1 1 0 Cl NC 2 2 0 .· .OB5 1300.049 3 3 -.002 .3B2 322.328 4 4 -.003 .8!55 . 142.227 5 5 -.004 1.548 79.451 6 1 M2 1 -1.536 -7.€)96 26.697 7 2 -1.536 -5.!>08 36.942 8 3 -1.536 -3.~172 59.06 9 4 -1.536 -1.41 131.273 10 5 -1.536 ,f!~5 NC 11 2 M1 1 0 0 NC 12 2 0 -.04 .·· 3057.766 13 3 0 -.1•65 745.493 14 • 4 .001 ~.379 .. 324.278 15 5 .002 -.688 178.735 16 2 M2' 1 .683 .. .·· 3:€i13 56.945 17 2 . 683 2.!58 79.013 18 . . 3 :683 1.5173 126.909 19 4 .683 .6!55 284.175 20 . 1·· ... · 5 .683 -.087 ...• NC 21 3 M1 1 0 () NC 22 2 0 .0:24 5178.072 23 3 0 .099 1237.608 24 " "< 4 -.001 ·.· .2:32··· 529.622 25 5 -.001 .4:28 287.605 26 3 M2 1 -.424 -2.33 88.377 27 2 -.424 -1.1366 122.529 28 3 ,..424 -1.018 196.643 29 4 -.424 -.424 440.801 30 .. . . .. 5 -.424 · . .053 NC 31 4 M1 1 0 () NC 32 • .. .. .. 2 0 ,005 NC 33 3 0 .026 4695.057 34 ·. 4 .. .· 0 :Or68 18.15.998 35 5 0 .135 907.847 36 4 M2 ·. . 1 ,..134 ;._9133 221.828 37 2 -.134 -.664 309.67 38 3 .·. -.134 -.402 503~291 39 4 -.134 -.166 1155.244 40 5 -.1.34 .017 NC RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 21 Company Designer Job Number Model Name : MBL Energy :AT : La Costa Paloma - 3 High Down Member AISC 14thf360-10): ASD Steel Code Checks Oct 12, 2015 Checked By: NS LC Member Shape UCMax LoGLftl Shear UC Locfftl Pnc/om lk Pnt/om lkl Mn/om lk-... Cb Ean 1 1 M1 HSS10x10x5 .847 10.25 .006 0 286.313 305.749 86.034 1.031 H1-1b 2 1 M2 HSS10x10x5 .834 17.555 ,088 17.555 252.174 305.749 86.034 2.214 H1-1b 3 2 M1 HSS10x10x5 .413 10.25 .008 0 286.313 305.749 86.034 1.087 H1-1b 4 2 M2 HSS10x10x5 .407 17.555 .042 17.189 252.174 305.749 86.034 2.179 H1-1b 5 3 M1 HSS10x10x5 .282 10.25 .008 0 286.313 305.749 86.034 1.144 H1-1b 6 3 M2 HSS10x10x5 .278 17.555 .031 17.555 252.174 305.749 86.034 2.272 H1-1b 7 4 M1 HSS10x10x5 .132 10.25 .009 0 286.313 305.749 86.034 1.38 H1-1b 8 4 M2 HSS10x10x5 .131 17.555 .015 17.555 252.174 305.749 86.034 2.271 H1-1b Joint Reactions LC Joint Label Xlkl Ylkl MZ lk-ftl 1 1 N1 -.689 8.137 -66.298 2 1 Totals: ·. -.689 8.137 3 1 COG (ft): X: -8.732 Y: 11.378 4 2 N1 .656 -3.391 27.971 5 2 Totals: .656 -3.391 6 2 COG(ft): X: -10.109 Y: 11.795 .. 7 3 N1 -.75 3.1 -16.363 8 3 Totals: -.75 3.1 9 3 COG (ft): X: -7.416 Y: 11.084 10 4 N1 -.75 1.385 -3.473 11 4 Totals: -.75 1.385 12 4 COG(ft): X: -7.416 Y: 11.084 RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Down.r2d] Page 22 Calculated By: Checked By: Sheet: Structure Design loads-3 High Up-52.2 1 .. -e~- --~-:.-1·--· , --"r TL= 23ft tributary length (column spacing) a= 10ft maximum cantilever Dzee= 5.69 plf 8" 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 Wdown1= 22.80 psf Wdown2= 16.00 psf see Sheet 2 Wupl= 20.90 psf Wup2= 16.00 psf Po= 560.60 lbs (wp *TW+D2)*TL Pwdown= 3364.90 lbs Wwd1*TW*TL Pwdown= 2361.33 lbs Wwd2*TW*TL Pwup= 3084.49 lbs Wwul*TW*TL Pwup= 2361.33 lbs Wwu2*TW*TL PE= 341.96 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 23 E'tx Loads: BLC 1, D Results for LC 5, D -.292k N4 ta..t\418 JJlj 2.718 Z-moment Reaction Units are k and k-ft MBL Energy AT -.585k -.292k -.585k 1 1 ~~N2 ~~ Sheet-24 La Costa Paloma-3 High Up 3 high Down.r2d ~X Loads: BLC 2, W Results for LC 6, W -1.756k N4 ... ~2.673 J~-1.149 8.889 Z-moment Reaction Units are k and k-ft MBL Energy AT _3_511 k1l~-2.464k -1.:J232kL N2 , M2 Sheet-25 La Costa Paloma-3 High Up 3 high Down.r2d E'tx -8.45' /j 77.993 1.093__, Loads: BLC 3, -W Results for LC 7, -W Z-moment Reaction Units are k and k-ft MBL Energy AT M2 2.464k La Costa Paloma-3 High Up N2 1.232k Sheet-26 3 high Down.r2d ~X . 179k.____,.__.-if4 Loads: BLC 4, E Results for LC 8, E M2 .357k==l .. ~-- .357k---==='·..---... -1.071 Z-moment Reaction Units are k and k-ft MBL Energy AT La Costa Paloma-3 High Up .179k .-.N2 Sheet-27 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 Up E [ksi] G [ksi] 29000 11154 Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 ' N2 17.41 3 N4 0 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases Nu .3 Oct 12, 2015 Checked By: NS I .65 I .49 Therm (\1 E5 F) Density[klft113] Yield[ksi] 46 y fftl TemofFl 2.5 0 12.75 0 10.5 0 Footin Material ASTM A500 GrB ASTM A500 GrB BL c Descriotion Cateaorv X G ravitv Y Gravitv Joint Point Distributed 1 0 OL -1 4 2 ' w LL 4 3 -W WL 4 4 E WL 4 Load Combinations Descriotion So ... P ... s ... BLCFac ... BL CF ac .. .BLCFac .. 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 0.60~0.6W Yes y 1 .6 3 .6 3 1.1 060+0. 7E Yes y 1 1.106 4 .7 4 0.494D+0.7E Yes y 1 .494 4 .7 5 0 y 1 1 6 ' w y 2 1 7 -W y 3 1 8 .,. E y 4 1 Member Point Loads CBLC 1 : DJ Member Label Direction Maanitudefk k-ftl Locationfft %1 1 M2 y -.292 .448 2 M2 y -.585 5.758 3 M2 y -.585 12.216 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Oesign\Calcs\3 high Up.r2d] Page 28 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 3 High Up Member Point Loads (BLC 1 : D) (Continued) Member Label Direction M2 y Member Point Loads fBLC 2 : W) Member Label Direction Maanitudefk k-ftl 1 M2 v -1.756 2 M2 v -3.511 3 M2 v -2.464 4 M2 ,, v -"1.232 Member Point Loads fBLC 3 : -W) Member Label Direction Maanitudefk k-ftl 1 M2 v 1.61 2 M2 ., v 3.219 3 M2 v 2.464 4 M2 v 1.232 Member Point Loads (BLC 4 : EJ Member Label Direction Maanitudefk k-ftl 1 M2 X .179 2 M2 ', X .357 3 M2 X .357 4 M2 ' X .179 Member Section Forces LC Member Label Sec Axialfkl 1 1 M1 1 8.052 2 2 7.976 3 3 7.901 4 ' 4 7.825 5 5 7.749 6 1 M2 1 .31 ' 7 2 .251 8 '' .·· 3 .155 9 4 .059 10 5 0 11 2 M1 1 -3.442 12 '' 2 :..3.4.87 13 3 -3.532 14 ' ' 4 -3.578 15 5 -3.623 16 2 M2 ' 1 ' .186 17 2 .151 18 3 .093 19 4 .035 20 ··.:_ 5 0 ' 21 3 M1 1 3.006 22 2 2.923 23 3 2.839 24 4 2.756 25 5 2.672 26 3 M2 1 -.401 27 2 -.342 28 3 -.201 29 4 -.059 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\3 high Up.r2d] Shearfkl .815 .815 .815 .815 .815 7.Y81 6.~~74 3.423 1.2 .007 -.Ei29 :..Ei29 -.Ei29 -.€i29 -.Ei29 -3.t679 -2.986 -1.501 -.·469 .,.,002 .769 .769 .769 .769 .769 2.J42 2.:224 1.:~69 .5,14 Oct 12, 2015 Checked By: NS Location 1ft. %1 17.108 Locationfft %1 .448 5.758 12.216 17.108 Locationlft %1 .448 5.758 12.216 17.108 Locationfft %1 .448 5.758 12.216 17.108 Momentrk-ftl 71.237 69.606 67.975 66.344 64.713 64.713 36.217 17;154 4.448 0 -34.56 .:.33.303 -32.046 -30.789 -29.531 ~29.531 -16.29 ' -7.751 -2.022 0 30.469 28.932 27.394 ', 25.857 24.32 24.32 14.008 6.677 1.707 Page 29 Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 3 High Up Member Section Forces (Continued) LC Member Label Sec Axiallkl 30 ' 5 0 31 4 M1 1 1.343 32 ' 2 1.305 33 3 1.268 34 4 1.231 35 5 1.194 36 4 M2 1 -.591 37 2 -.496 38 3 -.295 39 4 -.095 40 5 0 Member Section Deflections LC Member Label Sec x finl 1 1 M1 1 0 2 :, ·.· 2 0 3 3 -.001 4 .. . 4 -.002 5 5 -.003 6 1 ··. .. M2 1 .95 7 2 .95 8 3 .95 9 4 .95 10 ·. 5 .95 11 2 M1 1 0 12 .· 2 0 13 3 0 14 4 0 15 5 .001 16 ·. 2 M2 1 -.453 17 2 -.453 18 3 -.453 19 4 -.453 20 ., · .. · 5 -.453 21 3 M1 1 0 22 2 0 23 3 0 24 ~ 4 0 25 5 -.001 26 3 M2 1 .392 27 2 .392 28 ' 3 .392 29 4 .392 30 5 .392 31 4 M1 1 0 32 2 0 33 3 0 34 4 0 35 5 0 36 4 M2 .. 1 .212 37 2 .212 38 3 .212 39 4 .212 40 5 .212 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Shearfkl -.004 .754 .754 .754 .754 .754 1.277 1.037 .637 .237 -.003 v finl 0 -.062 -.244 -.544 -.958 -.126 -1.391 ~2.965 -4.682 ~6.444 0 ;03 .117 .26 .457 ;06 .653 1.384 2.18 2.997 0 -.026 -.103 -.226 -.395 -.052 -.556 -1.179 -1.858 -2.555 0 -.015 -.057 ,;..124 -.214 ":028 .. -.287 '-.601 -.941 -1:289 Oct 12,2015 Checked By: NS Momentrk-ftl 0 17.353 15.844 14.335 12.826 11.317 11.317 6.518 3.107 .792 0 (n) Ltv Ratio NC 1559.086 393.899 176.599 100.166 NC 166.464 74.204 46.232 33.344 NC 3217.415 817.988 368.674 210.178 NC 355.346 159.063 99.338 71.731 NC 3653.906 935.121 423.843 242.96 NC 417.759 186:879 116.602 84.168 NC 6436.1 1676.103 771.296 448.866 NC 814.031 367.762 230.711 167.037 Page 30 Company Designer Job Number Model Name : MBL Energy :AT : La Costa Paloma - 3 High Up Member AISC 14th(360-10J: ASD Steel Code Checks LC Member Shaoe UCMax Locfftl Shear UC 1 1 M1 HSS10x10x5 .842 0 .009 2 1 M2 HSS10x10x5 .753 .· 0 .089 3 2 M1 HSS10x10x5 .407 0 .007 4 2 M2 HSS10x10x5 .344 0 .042 5 3 M1 HSS10x10x5 .359 0 .009 6 3 M2 HSS10x10x5 I .283 0 .031 7 4 M1 HSS10x10x5 .204 0 .009 8 4 M2 HSS10x10x5 .133 0 .015 Joint Reactions LC Joint Label Xfkl 1 1 N1 -.689 2 1 Totals: -.689 B 1 COG (ft): X: 7.9BB 4 2 N1 .656 5 2 Totals: .656 6 2 COG (ft): X: 8.B68 7 B N1 -.75 8 B Totals: -.75 9 B COG (ft): X: 7.827 10 4 N1 .. -.75 11 4 Totals: -.75 12 4 COG (ft): X: 7.827 Oct 12, 2015 Checked By: NS Locfftl Pnc/om fkl Pntiom fkl Mn/om fk-... Cb Ean 0 293.758 30!5.749 86.034 1.038 H1-1b 0 252.174 30!5.749 86.034 2.295 H1-1b 0 293.758 30!5.749 86.034 1.062 H1-1b .366 252 .. 174 30S .. 749 86.034 2.31 H1-1b 0 293.758 30!5.749 86.034 1.088 H1-1b 0 252.174 30!5.749 86.034 2.258 H1-1b 0 293.758 30!5.749 86.034 1.162 H1-1b 0 252~174 B0!5:749 86.0B4 2.258 H1-1b Yfkl MZ fk-ftl 8.052 71.2B7 8.052 ·. Y: 11.B"75 -B.442! -B4.56 -B.442! Y: 11.7!~2 B.006 B0.469 B.006 Y: 11.0137 1.34B 17.B5B 1.B4B Y: 11.0137 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\3 high Up.r2d] Page B1 Calculated By: Checked By: Sheet: Structure Design Loads-4 High Up-52.3 ------.:. TL= 25ft tributary length (column spacing) a= 6.75 ft maximum cantilever Dzee= 5.69 plf 8" 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= 609.34 lbs (wp *TW+Dz)*TL Pwdown= 3657.50 lbs Wwdl*TW*TL Pwdown= 2566.67 lbs Wwd2*TW*TL Pwup= 3352.71 lbs Wwul*TW*TL Pwup= 2566.67 lbs Wwu2*TW*TL PE= 371.70 lbs Po*Cs Note: point loads will be half at the ends due to half the tributary length applied to the end C sections. AT NS 32 ~X Loads: BLC 1 , D Results for LC 5, D -.304k N4 Z-moment Reaction Units are k and k-ft MBL Energy AT -.609k ,, f---N2 ... 18.584 ~~ 3.668 -.609k -.609k -.304k 1[_______lN3 M,~ Sheet-33 La Costa Paloma-4 High 4 high Up.r2d tLx -3.112k -2.567k -3.385k -3.658k\ N3 -1.829k LN2 Mf. N4 2 Ill. 105.18 ~-1.778 j 14.442 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 Up.r2d Loads: BLC 3, -W Results for LC 7, -W Z-moment Reaction Units are k and k-ft MBL Energy AT -13.61 ~.321 1.676~ La Costa Paloma - 4 High Sheet-35 4 high Up.r2d Eix .186k .372k ... N3 ..... .372k 11112 .372k ... . 186k ..... N2 N4 2 Ill.. 14.062 ~ --· -1.487 Loads: BLC 4, E Results for LC 8, E Z-moment Reaction Units are k and k-ft MBL Energy Sheet-36 AT La Costa Paloma - 4 High 4 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 - 4 High E [ksil G [ksil 29000 11154 Joint Coordinates and Temperatures Label X rttl 1 N1 0 2 N2 0 3 N3 17.22 4 N4 -6.41 Joint Boundary Conditions Joint Label N1 Member Primary Data Label M1 M2 Basic Load Cases BLC Description Cateaorv X Gravity 1 D DL 2 w .. . LL 3 -W WL 4 E WL Load Combinations Oct 12,2015 Checked By: NS Nu .3 I .65 I .49 Therm {\ 1 E5 F) Density[klft"3] Yield[ksi] 46 y fftl Temp [F] 2.5 I 0 11.289 0 13.41 0 10.5 0 Footin Material ASTM A500 GrB ASTMA500 GrB K-out K-in Cb Function \Lateral\ Lateral Y Gravity Joint Point Distributed -1 5 5 5 5 DescrioJion So ... P ... S ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BL c Fac ... BLC F ac ... BL c Fac ... B LC Fac ... BLC Fac ... 1 D+0.6W Yes y 1 1 2 .6 2 0.6D-0.6W Yes y 1 .6 3 .6 3 1.106D+0.7E Yes y 1 1.106 4 .7 4 0.4940+0. 7E Yes y 1 .494 4 .7 5 D y 1 1 6 w y 2 1 .. 7 -W y 3 1 8 E y 4 1 Member Point Loads (BLC 1 : Dl Member Label Direction Location[ft, %] M2 y .343 M2 y 5.654 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] Page 37 I Company : MBL Energy Designer : AT Job Number Model Name : La Costa Paloma - 4 High Member Point Loads fBLC 1 : D) (Continued) Member Label Direction Maanitudefk k-ft1 3 M2 y -.609 4 M2 · y -.609 5 M2 y -.304 Member Point Loads (BLC 2 : WJ Member Label Direction Maanitudefk k-ft1 1 M2 v -1.829 2 1\112 v -3.658 3 M2 v -3.385 4 M2 v -3.112 5 M2 v -2.567 Member Point Loads fBLC 3 : -W) Member Label Direction Maonitudefk k-ft1 1 M2 v 1.677 2 M2 v 3.353 3 M2 v 3.156 4 M2 v 2.96 5 M2 v 2.567 Member Point Loads (BLC 4 : EJ Member Label Direction Maanitudefk k-ft1 1 M2 X .186 2 •. M2 X :372 3 M2 X .372 4 .. • M2 ... X .372 5 M2 X .186 Member Section Forces LC Member Label Sec Axialfkl 1 1 M1 1 12.333 2 . ·. 2 12.25 3 3 12.167 4 ;•· . .. · 4 12.084 5 5 12.001 6 1 M2 1 0 . 7 2 -.139 8 I 3 .241 9 4 .139 10 ' ' ! 5 0 11 2 M1 1 -5.965 12 •. .... .· •. 2 -6.015 . 13 3 -6.064 14 . .· ·. . .. 4 -6.114 15 5 -6.164 16 2 M2 1 0 17 2 -.084 18 ·· .. 3 .145 19 4 .084 20 5 0 21 3 M1 1 4.057 22 2 3.965 23 3 3.873 24 4 3.782 RISA-20 Vers1on 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Deslgn\Calcs\4 h1gh Up.r2d] Shearfkl 1.308 1.308 1.308 1.308 1.308 ~:003 -4.425 7.405 4.546 .008 -.936 -.936 -.936 -.936 -.936 0 2.34 -4.038 -2.641 ~:003 1.068 1.068 1.068 1.068 Oct 12,2015 Checked By: NS Locationfft %1 12.111 18.57 23.466 Locationrft %1 .343 5.654 12.111 18.57 23.466 Locationfft %1 .343 5.654 12.111 18.57 23.466 Locationfft %1 .343 5.654 12.111 18.57 23.466 Momentrk-ft1 81.845 78.97 76.096 73.221 70.346 0 9.365 41.076 12.811 0 -47.862 -45.805 -43.749 -41.692 -39.635 0 -4.724 -23.884 -8.248 0 30.408 28.061 25.715 23.369 Page 38 : MBL Energy :AT Company Designer Job Number Model Name : La Costa Paloma - 4 High Member Section Forces (Continued) LC Member Label Sec 25 5 26 3 M2 1 27 2 28 3 29 4 30 5 31 4 M1 1 32 2 33 3 34 4 35 5 36 4 M2 ·. 1 37 2 38 3 39 4 40 · .. 5 Member Section Deflections LC Member Label Sec 1 1 M1 1 2 ·. 2 3 3 4 .. 4 5 5 6 1 M2 1 7 2 8 3 9 4 10 . 5 11 2 M1 1 12 .·· 2 13 3 14 4 15 5 16 2 M2 . · 1 17 2 18 . 3 19 4 20 ... · 5 21 3 M1 1 22 . 2 23 3 24 4 25 5 26 3 M2 •. .. I 1 27 2 28 3 29 4 30 .· .... 5. 31 4 M1 1 32 . 2 33 3 34 4 35 5 36 4 M2 1 Axialrkl Shearrkl 3.69 1.0168 0 .001 .234 -1.2:96 -.379 2.242 -.234 1.294 0 -.003 1.812 1.048 1.771 1.048 1.73 1.048 1.689 1.048 1.648 1.048 0 .001 .319 -.605 -.527 1.044 -.319 .603 0 ~.003 x rinl v riinl 0 0 -.001 -.085 -.002 -.335 -.004 -.745 -.005 -1.~~07 1.297 1.€i47 1.297 -.019 1.297 -2.'186 1.297 -5.017 1.297 -8.072 0 0 0 .05 .001 .195 .· .002 .432 .002 .756 .. -.75 . -:H5 -.75 .011 -.75 .• .. 1251 -.75 2.076 .·. ~.75 ·.· 4.€>41 0 0 0. -.031 0 -.122 -.001 _] -;~~66 -.002 -.458 .455 . .557 .455 -.008 .455 -.i'22 .455 -1.627 . .4.55 .. -2.589 0 iQ 0 -.02 0 -.074 0 -.'158 0 --~~68 .266 ::3:12 RISA-2D Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] Oct 12,2015 Checked By: NS Momentrk-ftl 21.023 0 2.899 11.761 3.178 0 18.979 16.676 14.373 12.071 9.768 0 1.347 5.462 1.475 0 In) Ltv Ratio NC 1238.348 314.419 141.606 80.68 NC 171.467 74.537 42.87 > 29.394 NC 2119.75 540.103 243.994 139.433 .. NC 297.149 .· 129.765 74.667 51.098 NC 335.1.356 867.281 397.232 230.147 NC 505.584 .. 223.41 130.849 · ... 90.815 NC .· 5400:521 1426.732 . 665.975 ·. 393.47 NC Page 39 ~~ .··· ~ 3~-I TECHNOLOGIES Company Designer Job Number Model Name : MBL Energy :AT : La Costa Paloma - 4 High Member Section Deflections (Continued) LC Member Label Sec 37 2 38 3 39 4 40 5 x finl .266 .266 .266 .266 Member AISC 14th(360-10): ASD Steel Code Checks LC Member Shaoe UCMax Loclftl Shear UC Loclftl 1 1 M1 HSS10x10x5 .972 0 .015 0 2 1 M2 HSS10xtOx5 .932 ·6.696 .087 6.696 3 2 M1 HSS10x10x5 .566 0 .011 0 4 2 M2 HSS10x10x5 .519 6.696 .046 11.904 5 3 M1 HSS10x10x5 .360 0 .012 0 6 3 M2 HSS10x10x5 .280 6.696 .028 6.696 7 4 M1 HSS10x10x5 .224 0 .012 0 8 4 M2 HSS10x10x5 I .130 6.696 .013 6.696 Joint Reactions LC Joint Label Xlkl 1 1 N1 -1.067 2 1 Totals: -1.067 3 1 COG (ft): X: 5.631 4 2 N1 1.006 5 2 Totals: 1.006 6 2 COG (ft): X: 6.511 7 3 N1 -1.041 8 3 Totals: -1.041 9 3 COG (ft): X: 5.018 10 4 N1 -1.041 ·. 11 4 Totals: -1.041 12 4 COG (ft): X: 5.018 _y_[jol -.006 -.392 -.868 -1.37 Oct 12,2015 Checked By: NS ln\ Ltv Ratio 899.86 405.786 242.255 169.907 Pnclom lkl Pntlom lkl Mn/om fk-... Cb Enn 291.335 305.749 86.034 1.06 H1-1b 214.523 305.749 86 .. 034 2.323 H1-1b 291.335 305.749 86.034 1.074 H1-1b 214.523 305.749 86.034 2.267 H1-1b 291.335 305.749 86.034 1.141 H1-1b 214.523 305.749 86.034 2.395 H1-1b 291.335 305.749 86.034 1.241 H1-1b 214.523 305.749 86.034 2.395 H1-1b Ylkl MZ fk-ftl 12.333 81.845 12.333 Y: 11.864 -5.965 -47.862 -5.965 Y: 12.238 4.057 30.408 4,057 Y: 11.509 1.812 18.979 1.812 Y: 11.509 RISA-20 Version 14.0.0 [C:\ ... \ ... \ ... \ ... \ ... \ ... \ ... \MBL\Design\Calcs\4 high Up.r2d] Page 40 Full T Beam to Column Connection Max Moment at Top of Column Column: Af1 Shape: HSS10x10x5 Material: ASTM A500 GrB Length: 10.25 ft I Joint: N1 J Joint: N2 LC 1: D+0.6W Code Check: 0.210 {bending) Report Based On 97 Sections 1.491 atO ft fa 1.456 at 10.25ft ksi 16.545 at o 1t A Calculated By: AT Checked By: NS Sheet: 41 k 11.347 at 0 ft I v ::=::==~=======:===~ k 5.451 at 10.25ft -1.823 ato 1t M k-ft fc ksi .636 at 0 ft l-15.626 at 10.25 ft I -.636 at Oft .143 at 10.25ft ft ksi ___/ D in -5.451 at 10.25 ft oat .32ft L_ Calculated By: AT Checked By: NS Sheet: 42 Full Ts Beam to Column to Pier Connections Beam to Column Bolted Connection Max Moment M= 15.626 k-ft Horizontal Load F= 1.347 k Vertical Load P= 16.157 k Geometr'l. and Section Proeerties Column Depth D= 10 in ,H 11 Column Width W= 10 in D Column Wall Thickness tc= 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 $1= N-(dex2): Transverse Bolt Spacing s2= 14 in 82::;:: B-(dex2) Bolt Clearance b= 2 in b=(s,-0)12 Material Proeerties Plate Ultimate Strength F = u 58 ksi Plate Modulus Elasticity E= 29000 ksi Bolt Design Max Tension Force T= 8.9 k T =(M-Px(D/2})1{Di-b} Numer of Bolts n= 2 each side 4 total Required Tension fnt= 4.4 k T/n!2l 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(4l Nomial Shear Fnv= 14.4 k AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness [Jfnt + fnv J = Fnt Fnv (AISC J3-6b) 0.19 Use (4) 7 /8" Dia ASTM A325 Bolts b'= 1.72 in 0.35 in b'=( S1-D)/2+td2-dt/2 fmtn=~{(6.66 X Ratxb' )/( s21'2x Fu)) Use 3/4" x 17" x 17" ASTM A36 m b 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 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 15.626 k-ft 1.347 k 16.157 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 0.05478058 in Use 5/16" Fillet at Ends Flare Bevel Factor Effective Flare Throat Required Weld Leg Effective Throat Reqd R= 0.46875 0.14648438 0.03872987 -0.1524109 Calculated By: AT Checked By: NS SheE!t: 43 {Plate Length) (HSS10x10x5/16) Aweld=2x(b+d} *treat weld as a line I weld;;{ d2/6}x{3xb+d) Fw:0.3xFEXX fb=Mzx(d/2)/lweld fi=Py/Awela fv=Fx/Aweld fr=""((fb-ftt+fv 2} w,-f, /(0. 707xFw) R=1.5xtb x=5/16xR wr=fJfw x=fJ.707 Use 5/16" Flare Bevel at Sides Column to Plate Welded Connection Max Moment M= 15.626 k-ft Horizontal Load F= 1.347 k Vertical Load P= 16.157 k Geometrv. & 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 21 ksi Flexure Tension fb= 2.01 k/in Axial Tension ft= 0.48 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress f= r 1.52 k/in Required Weld Leg w= r 0.10259726 in Use 5[16" Fillet all around Calculated By: AT Checked By: NS Sheet: 44 (HSS10x10x5/16} Aweld=2x(b+d) *treat weld as a line lwek:t={d2/6)x{3>eb+d)j) Fw-:O.JxFexx fb=Mzx(d/2 }llweld ft=Py/Aweld fv~FJAweld f,=-J( (fb-ft)2+f/) Wr4"r /(0.707xF.,.) mbl-e:n:e~rg~y~~~~~- Full T Column to Pier Connection Max Moment at Base of Column Column: M1 Shape: HSS10x10x5 Material: ASTM A500 GrB Length: 1 0~25 ft I Joint: N1 J Joint: N2 lC 3: 1.1 061J+0.7E Code Check: 0.207 (bending) Report Based On 97 Sections .541 at 0 ft fa ------------ksi .502 at 10.25 ft 5.91 at 0 ft fc ksi .256 at 10.25 ft -.256 at 10.25 ft ft ksi -5.91 ato n A 5.572 at 10.25 ft 11.581 at oft I Calculated By: AT Checked By: NS Sheet: 44 k VL__ _______ __jk M k-ft .734 at 10.25 ft D ~ in -.266 at 10.25 ft 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 Beam Thickness Weld Electrode 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 Fw= fb= ft= fv= fr= w= r 16.943 k-ft 1.581 k 6.001 k 8.375 in 8.375 in 0.375 in 70 ksi 33.5 in 391.62 in3 21 ksi 2.17 k/in 0.18 k/in 0.05 k/in 2.00 k/in 0.13440036 in Use 5/16" Fillet all around Calculated By: AT Checked By: NS Sheet: 46 (HSS10x10x5/16) .r: HSS COWt.IN BI!.SE PLATE AweJd=2x(b+d) *treat weld as a line lweld=(d2/6}x(3xb+d}f) Fvr:0.3xFEXX fb=Mzx(d/2)/lweld fi=Py/Awelcl fv=FJAweld fr=v'((fb-ft)2+fv 2)) w,;f, /(0.707xF.,.) Column to Base Plate Connection Max Moment M= Horizontal Load fnv= Vertical Load P= Geometr"t_ and Section Pro12erties 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 sl= Transverse Bolt Spacing Sz= Bolt Clearance b= Material Pro12erties Plate Ultimate Strength F = u Plate Modulus Elasticity E= Anchor Rod Design Max Tension Force T= Numer of Bolts n= 16.943 k-ft 1.581 k 6.001 k 10 in 10 in 0.3125 in 20 in 17 in 1.5 in 2.5 in 15 in 12 in 2.5 in 65 ksi 29000 ksi 16.9 k 2 $1= N-(dex2): s2= B-{dex2} M/s Required Tension fnt= 8.47 k Rat""T/(n/2): Check Tension Strength of Bolts and Threaded Parts Bolt Diameter db= 1.5 in Area of Bolt Ab= 1.76625 in2 (db/2)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: 47 Ont fnv J Fnt + Fnv = 0.23 (AISC J3-6b) Use (2) 11/2" Dia x 3'-0" Embed F1554 Grade 55 Anchor Rods ea side of column, (4) Total Half T Beam to Column Connections Max Moment at Top of Column Column: M1 Shape: HSS10x10x5 Material: ASliM A500 GrB Length: 8.789 ft I Joint N1 J Joint N2 U::: 1: D+O,tlW Code Check: 0.972 (bending) Report Based On 5 Sections 1.111 at ott fa ------------ksi 1.081 at 8.789 ft 28.55 at Oft fc ksi 24.539 at 8.789 ft -24.539 at 8.789 tt ft ksi -28.55 at 0 ft 12.333 at oft A Calculated By: AT Checked By: NS Sheet: 48 k 11.308 at 0 ft I vl===========:::==Jk 81.845 at 0 ft M k-ft ~in -1.307 at 8.789 ft Half Ts Beam to Column Connections Beam to Column Bolted Connection Max Moment M= 70.346 k-ft Max Horizontal Load F= 1.308 k Max Vertical Load P= 12.001 k Geometr"t_ and Section Proe.erties 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= 1.125 in Bolt Edge Distance d = e 1.5 in Longitude Bolt Spacing sl= 14 in Transverse Bolt Spacing 52= 14 in Bolt Clearance b= 2 in Material Proe.erties Plate Ultimate Strength F = u 58 ksi Plate Modulus Elasticity E= 29000 ksi Bolt Design s,= N-(dex2): S2"' B-{dex2) b"'(s,-0)12 Calculated By: AT Checked By: NS Sheet: 49 \. --~\ Max Tension Force T= 65.3 k T={M-Px(D/2))!(0"~-b} Numer of Bolts n= 2 each side 4 total Required Tension fnt= 32.7 k T/n(2) Nominal Tension Fnt= 44.7 k AISC Table 7-2 Max Shear Force V= 1.308 k Reuired Shear fnv= 0.327 k V/n(4) Nomial Shear Fnv= 23.8 k AISC Table 7-1 Combined Tension and Shear Size Plate Thickness Unbraced Length Min Thickness Dfnt + fnv J = Fnt Fnv (AISC J3-6b) 0.74 Use (4) 11/8" Dia ASTM A325 Bolts b'= 1.59 in 0.92 in Use 1" x 17" x 17" ASTM A36 b'=(s,-D)/2+td2-dtl2 fmln-~{(6.66xRatX:b'}J(s2f2xFu)) 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 Weld Electrode FEXX= Determine Minimum Weld Size Area of Weld Aweld= Moment of Inertia I weld= Allowable Weld Stress F = w Flexure Tension fb= Axial Tension ft= Shear Stress f= v Resultant Weld Stress fr= Required Weld Leg w= r 70.346 k-ft 1.308 k 12.001 k 17 in 8.375 in 0.3125 in 70 ksi 50.75 in 694.10 in3 21 ksi 5.09 k/in 0.24 k/in 0.03 k/in 4.86 k/in 0.32709359 in Use 3L8" Fillet at Ends Flare Bevel Factor R= 0.46875 Effective Flare Throat Xfb= 0.14648438 Required Weld Leg w= r 0.23125517 Effective Throat Reqd X= 0.11990211 Use 3L8" Flare Bevel at Sides Calculated By: AT Checked By: NS Sheet: 50 (Plate Length) (HSS10x10x5/16) X Aweld=2x(b+d} *treat weld as a line I weld;;;{ d2/6}x:( 3:><b+ d) Fr:0.3xFEXX fb=Mzx(d/2)/lweld ft=Py/Aweld fv=Fx/Aweld fr=..J((fb-ft)2+f}) w,.-f, 1(0.707xF ... ) R=1.5xtb x=S/16xR Wr=fJfw x=fJ.707 Column to Plate Welded Connection Max Moment M= 70.346 k-ft Horizontal Load F= 1.308 k Vertical Load P= 12.001 k Geometr¥. & Material ProQerties 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= 9.03 k/in Axial Tension ft= 0.36 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress fr= 8.67 k/in Required Weld Leg w= r 0.29191761 in Use CJP Calculated By: AT Checked By: NS Sheet: 51 (HSSlOxlOxS/16) Aweld=2x(b+d} *treat weld as a line lweld;;:{d2/6}x(3xb+d)::f) F~0.6xFexx fb=Mzx(d/2 Ylweld ft=Py/Aweld fv=Fx/Aweld f,=~( (fb-ftl+f/) w,-f, /(0.707xFw) Half T Column to Pier Connections Max Moment at Base of Column Column: M1 Shape: HSS10x10x5 Material: ASliM A5UO GrB Length: 8.789 ft I Joint: 1111 J Joint: 1112 LC1:D+0.6W Code Check: 0.972 (bending} Report Based On 5Sedions 1.111 atott fa ------------ksi 1.081 at 8.789 ft 28.55 at Oft fc ksi 24.539 at 8.789 ft -24.539 at 8.789 ft ft ksi -28.55 at 0 ft A 12.001 at 8.789 ft 11.308 atottl v c== ______ _ 70.346 at 8.789 ft Calculated By: AT Checked By: NS Sheet: 52 k -----'k k-ft D ~-~::::---· --;u 1 -1.307al8.789ft J Column to Base Plate Welded Connection Max Moment M= 81.845 k-ft Horizontal Load F= 1.308 k Vertical Load P= 12.333 k Geometrtt. & 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= 10.50 k/in Axial Tension ft= 0.37 k/in Shear Stress f= v 0.04 k/in Resultant Weld Stress f= r 10.13 k/in Required Weld Leg w= r 0.34127289 in Use CJP Calculated By: AT Checked By: NS Sheet: 53 (HSS10xl0x5/16) _ . r. I P-: ..... ,!~-~ .· .,f' ~ ,, ''---,,-. ~ ""j_ .. J~---HSS COLUut4 """··, l "' f'<, Mf . . r W\SE PLATE ,-~ ·-~"" Aweld=2x{b+d) *treat weld as a line lweld=(d2/6}x(3xb+d);f) Fw=0.6xFEXX fb=Mzx(d/2)/lweld ft=Py/Aweld fv=Fx/Aweld fr=-J((fb-fi)2+fv 2)) w,;f, /(0. 707.xF.,.,) Column to Base Plate Connection Max Moment M= Horizontal Load fnv= Vertical Load P= Geometr'i. and Section Proeerties Column Depth D= Column Width W= Column Wall Thickness tc= Plate Length N= Plate Width B= Bolt Diameter db= Bolt Edge Distance de= Longitude Bolt Spacing sl= Transverse Bolt Spacing 52= Bolt Clearance b= Material Proeerties Plate Ultimate Strength F = u Plate Modulus Elasticity E= Anchor Rod Design Max Tension Force T= Numer of Bolts n= 81.845 k-ft 1.308 k 12.333 k 10 in 10 in 0.3125 in 20 in 17 in 1.5 in 2.5 in 15 in 12 in 2.5 in 65 ksi 29000 ksi 81.8 k 2 $1= N-(deX2)' s2= B-(dex2) M/s Required Tension fnt= 40.92 k R~t=T/(n/2): Check Tension Strength d[Bolts and Threaded Parts Bolt Diameter db= 1.5 in Area of Bolt Ab= 1.76625 in2 (db/2)2*n Ultimate Steel Strength F = u 75 ksi Net Tension Strength fnt= 56.25 ksi 0.7S*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: 54 [}~\ + ~~~ J = 0.87 (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) l ~.11 I ",......~!.:.===~) ¢f}~. i 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)= (AiAl5 = 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= f'c= 30 in 3000 psi Calculate Permissible Concrete Bearing Stress 20 in 17 in 5 in 2 in 2 in • 2 7.85 In 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 Al.s = 1220 psi Calculated By: AT Checked By: NS Sheet: 55 n*AE/2*BE/2 n*(db/2)2*4 N*B-2*AcA0 critical dmension for wind Base Plate Design (cant) Page 13: D+.0.6W M= 1823 lb-ft P= V= 16545 lbs 1377 lbs 0 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 0.070 9963 lbs 10892 lbs 9963 lbs 16545 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T= -6582 lbs governs design Calculate Base Plate Thickness M= 16454 lb-in T*DL Fy= 36000 psi tmin= (6M/O. 75FyB) AO.S tmin= 0.46 in I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 56 Full T Base Plate Design (Seismic) ~~r I " -L,___~~ 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)= (A2/ A1l05 = 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 7.85 in 2 11.6 in2 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 (A2/ A1)05 = 1224 psi Calculated By: AT Checked By: NS Sheet: 57 n*AE/2*BE/2 n* Ad2*BE/2+(LR-Ld*DR n*(db/2)2*4 N * B-AE-AR-Ao critical dmension for seismic Base Plate Design (cant) Page 13: D+O. 7E M= 16943 lb-ft P= V= 6001 lbs 1561 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 0.170 21142 lbs 21226 lbs 21142 lbs 6001 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T= 15141 lbs governs design Calculate Base Plate Thickness M= Fy= 15141 lb-in 36000 psi (6M/0.75FyB) A0.5 0.44 in T*D5 I usE 1" x 17" x 20" ASTM A36 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 58 HalfT Base Plate Design (Wind) l I l 1 i tl &-,..-.,.----l,t~. ===::=&) i'{? 'j ~~-~ ~~ ....... =~ • Base Plate Dimensions (as revised) Dimension (wind direction), (N)= Dimension, (B)= Elipse Cut out length (Ld 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 ofthe base (A2)= (A2/ Al)o.s = thickness= Typical base plate edge distance (Xd= Face of HSS of centerline of anchors along = short dimension (D 5) 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 (A2/ A1)05 = 1220 psi Calculated By: AT Checked By: NS Sheet: 59 rr.*AE/2*BE/2 rr.*(db/2)2*4 N*B-2*AE-Ao critical dmension for wind . I I Base Plate Design (cant) Page 40: D+.0.6W M= 81845 lb-ft P= V= 12333 lbs 1067 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 0.560 88085 lbs 87137 lbs 88085 lbs 12333 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T= 75752 lbs governs design Calculate Base Plate Thickness M= 189380 lb-in T*DL Fy= 55000 psi tmin= (6M/0.75FyB) 1\0.5 tmin= 1.27 in I usE 11/4" x 17" x 20" ASTM A572 Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 60 •J 11i'JE';;~~!'~~~ Half 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 (DEl= 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)= (A2/ At)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= f'c= 30 in 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 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 (A2/ Al5 = 1224 psi Calculated By: AT Checked By: NS Sheet: 61 n*AE/2*BE/2 n* AE/2*BE/2+( LR-LE)* DR rr.*(db/2)2*4 N * B-AE-AR-Ao critical dmension for seismic ' t j Co Base Plate Design (cont) Page 40: D+0.7E M= 30408 lb-ft P= 4057 lbs V= 1041 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 0.290 35908 lbs 36209 lbs 35908 lbs 4057 lbs (equation 1) (equation 2) OK (equation 1) (equation 2) Converged Therefore, T= 31851 lbs governs design Calculate Base Plate Thickness M= 31851 lb-in T*Ds Fy= 55000 psi tmin= (6M/0.75FyB) A0.5 tmin= 0.52 in I usE 11/4" x 17" x 20" ASTM A572Baseplate with Cutouts Calculated By: AT Checked By: NS Sheet: 62 Calculated By: AT Checked By: NS Sheet: 63 Anchor Rod Design Due to Variable Grout Thickness T= 75752 lb V= 1067 lb sheet 60 #of anchor rods= 3.75 Grout Threaded rod diameter= Area= Section Modulus= F-y- Mdemand= Mstrength= Tdemand= Tstrength= I Combined Bending and Tension Mdemand/Mstrength + T demandiTstrength= 4 total 2 ea side 1.5 in 1.77 in2 0.563 in3 55000 psi 1000 lb-in 18525.45 lb-in 37876 lbs 58169.91 lbs 0.705124 < T= 37876 #/anchor rod T/2 V= 266.8 #/anchor rod V/4 TOP OF CONCRETE PIER Vh FyZ/1.67 T FyA/1.67 1 OK !Therefore, 1.5" diameter threaded rod is adequate w/ 3.75" Grout MBL Energy 1698 Rogers Ave, San Jose, CA 95112 Bendmg m Drilled 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 (M,)= nominal moment (Mn)= reinforcing steel ratio (p)= area of steel reinforcing required (A,eq'd): area of steel reinforcing provided (A,prov'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 vertica I bar 3000 psi 60000 psi 20.5 in 0.9 114.6 kip-ft 127.314 kip-ft 0.0051 > Pm;n=.OOS 1.396 in2 NS 1.4x 81.845 1.320 in2 3-# 6 at top 1.055 in 118.6 kip-ft 0.97 <1 OK 12 in #4@ 12" o.c. SHEET NUMBER 64 OK sheet 40 ' ,, Page 65 Mono Multi Solutions THE Utilit MODULE 72 CELL MULTICRYSTALLINE MODULE 300-315W POWER OUTPUT RANGE 16.2% 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 Trinasolar Smart Energy Together PD14 Ideal for large scale installc1tions • High powerful footprint reduce:; installation time and BOS costs • lOOOV UL/lOOOV IEC certified One of the industry's most trusted modules • Field proven performance Highly reliable due to strin!gent quality control • Over 30 in-house tests {UV, TC, HF, and many more) • In-house testing goes well beyond certification requirements • PID resistant Certified to withstand challenging environmental conditions • 2400 Po wind load • 5400 Pa snow load • 25 mm hail stones at 82 km/h LINEAR PERFORMANCE WARRANTY 10 Year Product Warranty • 25 Year l.inear Power Warranty 100% 90% 80% Years 10 II Trina standard 15 20 25 Page 66 THE Utility MODULE TSM-PD14 10.00 9,00 8.00 3,00 DIMENSIONS OF PV MODULE unit:mm 941 ~ JUNCTION F~ 1-- ~EPLATE _:: •I--~~~~NGHOLE . •I-- 6·0 4.3 GROUNDING HOLE riNHOLE A. .A 812 180 Back View 35 A-A 1-V CURVES OF PV MODULE(315W) 1000Wm• """" SOOWm' \ '\\ 600Wm' \\ -.~-'\\ ······--·--··-······--.. \' 200W}m> \ "' 0 \\I ~00 1.00 ~00 \\\\\ 20 30 40 Voltage(V} CERTIFICATION ~ 1(€ ·®·· fi· [_ ListED c us <{'\". 1,9] = Plf""CYCLE ~ ~--P~'~"g.'.':'g_l Trinasolar Smart Energy Together 50 ELECTRICAL DATA (STC) Peak Power Watts-PMAX (Wp) 300 305 310 Power Output Tolerance-PMAX (%) 0 -+3 Maximum Power Voltage-VMPP (V) 36.2 36.6 37.0 Maximum Power Current-IMrr (A) 8.28 8.33 8.38 Open Circuit Voltage-Voc (V) 45.4 45.5 45.5 Short Circuit Current-lsc (A) 8.77 8.81 8.85 Module Efficiency ~m (%) 15.5 15.7 16.0 STC: lrradiance 1000 W/m2, Cell Temperature 25°C, Air Mass AMl.S 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) 223 227 231 Maximum Power Voltage-VMrr (V) 33.5 33.8 34.1 Maximum Power Current-IMrr (A) 6.66 6.72 6.77 Open Circuit Voltage-Voc (V) 42.1 42.2 42.2 Short Circuit Current-lsc (A) 7.08 7.11 7.15 NOCT: lrradiance at 800 W/m2, Ambient Temperature 20"C. Wind Speed 1 m/s. MECHANICAL DATA Solar cells Cell orientation Module dimensions Weight Glass Backsheet Frame J-Box .Cables Connector Multicrystalline 156 x 156 mm (6 inches) 72 cells (6 x 12) 1956 x 992 x 40 mm(77x 39.05 x 1.57 inches) 27.6 kg (60.81b) 4.0 mm,High Transmission, AR Coated Tempered Glass White Silver Anodized Aluminium Alloy IP 65 or IP 67 rated Photovoltaic Technology cable 4.0mm' (0.006 inches'), 1200mm (47.2 inches) MC4 or MC4 Compatible MAXIMUM RATINGS 315 37.1 8.51 45.6 9.00 16.2 235 34.1 6.88 42.3 7.27 TEMPERATURE RATINGS Nominal Operating Cell Temperature (NOCT) 44°C (±2°C} Operational Temperature Maximum System Voltage -40-+85°C Temperature Coefficient of PMAX Temperature Coefficient of Voc Temperature Coefficient oflsc 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 Max Series Fuse Rating 1 OOOVDC (IE C) 1000VDC(UL) 15A ·-----1 L___________l ! CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. ©2015 Trina Solar Limited. All rights reserved. Specifications included in this datasheet are subject to change without notice.