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11-1088 (SOL)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: T- 00001.0:8.8 Property Address: 4=955-5--RANCH07IDA MERCED APN: 649-620-036-75 -28964 - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 60000 T419� - 4 4 Q" Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 700011 of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the . permit to file a signed statement that he or she is licensed pursuant to the provisions of the Coritractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1—) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the . improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). _ ( 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code:. The Contractors' State License Law does not apply to an owner of PFvpvra; who builde fir impravaa 1116066A, a.d 66-diuutu lug II,u pruju6t� vvlili u wnuauvI(=) IlLellbw pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason I hereby affirm under penalty of perjury that the—'s a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). ' Lender's Name: Lender's Address: .. LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: COKER JOE 49555 RANCHO LA. MERCED LA QUINTA, CA 92253 --------------------------------- Contractor: Owner Date: 11/15/11 LfA ,.. 2011 ` AQUINTA ------------------ WORKER'S COMPENSATION DECLARATION hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will 'maintain workers' compensation insurance, as required by Section 3700 of the Labor 'Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of th Labor Code, I shall forth ith r� comp)/%�wi�t those provisions. pate - i pplicant: i + W V WARNING: FAILURE TO SECURE RK S' COMPENSATION COVER,5 IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND _ DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS'PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety fora permit subject to the conditions and restrictions set forth on this application. ,. earn peisun upuii wimse uenan mus application Is mane, eacn person at wnose request ana roe whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. - 2. Any permit issued as a result of this application becomes null and void if work is not commenced ' within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives Of this'oun'ty to enter upon the above-mentioned property for inspection rposes. /^ te:'�,� nature (Applicant or Agent): Application Number . . . . .11-00001088 Permit PATIO COVER PERMIT Additional desc . Permit Fee . . . . 81.00 Plan Check Fee 52.65 Issue Date . . . Valuation 5879, Expiration Date 5/13/12 Qty- Unit Charge Per Extension BASE FEE 45.•00 4.00 9.0000 THOU BLDG 2,001-251000 ---------------------------------------------------------------------------- 36.00 Permit . . SOLAR PERMIT Additional desc . Permit Fee . . . 22.50 Plan Check Fee 5.63 Issue Date Valuation . . . . 60000 Expiration Date 5/13/12 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 4.5000 EA SOLAR COLLECTOR < 100.0 4.50 1.00 3.0000 EA SOLAR EQUIP MISCELLANEOUS 3.00 Permit ELEC-MISCELLANEOUS Additional desc . Permit Fee . . 28.50 Plan Check Fee 7.13 Issue Date Valuation . . . - 0 Expiration Date 5/13/12 Qty Unit Charge Per Extension BASE FEE 15.00 8.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 6.00 1.00 7.5000 EA ELEC PWR APP >1 TO <=10 7.50 ---------------------------------------------------------------------------- Special .Notes and Comments 442SF PATIO COVER W/2.2kW PV SYSTEM [ENGINEERED] (12) 185W TRINA PANELS W/ (12).190W ENPHASE MICROINVERTER [204SF] " THIS PERMIT DOES NOT INCLUDE MECHANICAL EQUIPMENT CHANGEOUT AND REQUIRES THAT THE EXISTING GAS PIPING BE SLEEVED UNDER THE PROPOSED STRUCTURE, 201Q CALIFORNIA BUILDING CODES.` November 15, 2011 3:33:50 PM AORTEGA ------------------------------- ----------- Other Fees . . . . . . .. BLDG STDS ADMIN (SB1473) 3:00 STRONG MOTION (SMI) - RES 6.00 LQPERMIT Application Number . . . . i1-00001088 Fee summary Charged Paid Credited., Due ---- - Permit Fee Total ---------- 132.00 ----------- :00 ----- .00 132.00 Plan Check Total 65.41 .00 .00 65.41 Other Fee Total 9.00 .00 .00 9.00 Grand Total 206.41 .00 .00 206.41 LQPERMIT Bin City Of Quin l Q Building.8t Safety.bWlon .. P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 1 Project Address:4 sS S 1AO t7 LP* �2 49 Owner's Name: / A. P. Number. (9D Z— Z EN> — d 3(U— CJ Address: 4q . &ss tei,,io F-Qtw " Legal Description: 7 S - Teed # Z£E 6-f City, ST, Zip: LAWit41—p,to Contractor: ' 1(L W'Z)ITIDrAlVA Address: -7S. 14-S�� `bUAR,&.s 91AC sr Project Description: City, ST, Zip: �1NV� . � i S® (L 96: T% Q ST RkAtAW R Tele hone: State Lic. # :4)(91%4- �#1:.:;:: �.;,, ,:.,;; 1 11 1 CityLic. #, •, Arch., Engr., Designer: �1 S [Y\4 T -A 1J-� pp�� Address:75_1 S SJ - 11Rl+�l`` 91 � .s City, ST, Zip: Qpm Telephone '.a`F`. �� ` -� '�>` � � � 'IbP • SCS & State Lic. #:. :� ? ; :"s sf ; .• Name of Contact Person: Jct ` Consttuexion Type: Occupancy: an Project type (circle one):New lkdd'n Alter Repair Demo Sq. Ft -:4A-2, # Stories:. I # Units: ' Telephone # of Contact Person: % ." "�� Estimated Value of Project: i> D APPLICANT: DO NOT WRITE BELOW THIS UNE N Submittal Req'd Rec'd TRACMG PERMIT FEES Plan Sets Pian Check submitted to Item Amount . Structural Cala. Reviewed, ready for correctionsPlan Le �H Check Deposit Truss Cala. Called Contact Person O 014ti Plan Check Balance T1tIc 24 Cala. Plans picked upJ0 M�) Construction. Flood plain plan Plans resubmitted Mechanical Grading plan ue 2'! Review, ready for correctio �S Electricalh.r�• Subcontactor List Called Contact Person Plumlbing Grant Deed Plans picked up S,M.1 H.O.A. Approval Plans resubmitted Grae ing �+ IN HOUSE: 3a Review, ready for correctionsrissue Developer Impact Fee I Planning Approval Called Contact Person A.I.Ir.P. Pub. Wks. APpr Date of permit issue S�� t�Z>1L School Fees Total Permit F ,o . Nstna `soo*o - Qft.. 'bAft:5 cl sic, AfLe y 05/21/2011 .23:56 7603469918 DESERT RESORT MGMT PAGE 01 ., 4y !S'"�6" �+y?�l l�.,mjJ.�,l:•;.��-a'(;+?^',; p�+:"r,;ij;:; �;:,:::r!(�r�:,�._,.,;: ' � � � � ® Sth� I, r. �`w L� � . ��r • i � I L l�, � ' I ' �I „ '`G� i �� fi' . �tl'JI::' � I� yTRr-'�� r l•tJ � � � ._r l�% i� � I�r 4r; r ! May 24, 2011 Joe Coker 49-555 Rancho La Merced La Quinta, CA 92253 Faxed to 760.568.5986 RE: Design Review Application Request- proposed Patio Cover /,Solar Panels Talante Homeowners Association Dear Mr. Coker Thank you for your submittal. You and your team have done -excellent work on the re- design of your proposed solar panel support and shading structure_ However, upon review of the proposed structure, the Board of,. Directors still has concerns as follows. The proposed structure: • still looks too commercial and modern looking in design still looks too massive in general the fascia still looks too similar to the existing house fascia structure .., still looks like it is an extension of the house •rather than a softer, more traditional trellis or palapa. • is still too tall versus other structures that have been approved in the past. That said, your architect gave a good explanation of what he is trying to do, and with his new elongated hexagon design, we agree his changes will have the effect of reducing the apparent mass of the structure. The Board considered other factors as well into analysis of your, proposed structure, and we have determined that you proposed structure will not have any negative visual impact on your surrounding neighbors, especially since you have an immense amount of planting around the perimeter of your property. Thus, we are softening our stance on this issue and we will consider planting material (especially as it matures) used as screening to be a mitigating factor;:in approval of your structure. Further, .your proposed structure does not have any negative visual impact on Talante HOA common areas_ Therefore, your new design is approved as submitted. Please submit your refundable $1000 deposit check to management, payable to Talante"HOA, and you may proceed with construction. Please remember to sweep the streets every day, prior to washing down the street every night. Do not.let any debris travel down the'streets toward any. neiqpb7s. 'rel ' y • arol Ihoun, CCAM® Community Association Manager For the Board of Directors Talante Homeowners Association Cc: Board of Directors 42-635 Melanie Place; Suite 103 • Palm Desert, CA 92211 P.O. Box 14387 ! Palm Desert, CA 52255-4387 ` 760.346.1161 • FAX 760.346.9918 Email. drm@drminternet.com • www.drminterne!.com r ' 'At!t P.O. BOx 1504 ' M, I LA QUINTA, CALIFORNIA' 92247-1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 r . BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 PROPERTY O'WNER'S PACKAGE Disclosures & Forms for Owner -Builders Applying for Construction Permits �f�Pfl.KT�4,1Y7Y HOTirr 7'n p�Q•p � Ow�� ._ . `; - Dear Property Owner. An. application for a building Permit has been submitted in your name listing yourself as the builder of the property improvements specified at We are Q vi<}ing you with an Owner -Builder Acknowledgment -and. Wetmaden Vez-ffieatim Form to mere you avam o€ your responsibilities and pros-ble risk you may incur by halving thispennit•ismed.in your name ss.the O$rnec-Builder. We will aot issae a baiiding.permit antil yaar: tiave read, initisletl your undersbmding of each. provislott, signed, and returned this form to us at our official address Indicated. An agent of tbn owner cannot execute this,notice unless you, the property owner, obtain the .prior approval of the permitting authority. CATWN OF II E 1f A' N at `iZ7�1Vs React amd &dtial each statewent &ei4w,t4 signify you wtdw3tand or verify this infonnadon. 1., I understand a frequent practice of unlicensed •persons is to have the property owner obtain an "Owner -Builder" Ltvilding permit that erroneously implies that the property owner is providing his or her ova labor =4 material pemnalty. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. 'my homeowner's insurance may not provide coverage for those injuries. 1 am wit MY acting as an Owner -Builder and am aware of the limits of my insurance -coverage for injuries to workers on my. property. Jo2. I understand building permits are not required to be signed by property owners unless they are respoasible for the nstruction and are not hiring a licensed Contractor to assume this responsibility. qLse3. I understand as an "Owner -Builder" I am the responsible.party of record on the permit. I understand that I may protect elf from potential financial risk by hiringa licensed Contract name own. or and having the permit filed to his or her instead of my I understand Contractors are required by law to be licensed and bonded in Califoefia and to list their license numbers o; QJts and contracts. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total valt f my construction is at least five hundred dollars $500 including id " under state and federal law. ( )� d labor and materials, [may be considered an .employe I understand if I am considered an "employer" under state and fbderal taw, I must register with the state and fede g vernment, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemptoym( compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious finim risk - 4 s b. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family resider tures cannot legally build them with the .intent to offer them for sale, unless all worts is performed by hcen subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is perfon under contract with a licensed general building Contractor. G8.. I understand as as Owner -builder if I sell the property for which this pe=t is issued, I may be held liable for any inancial or personal: pt�arics stastaked by 'any subsequent owner(s) that result from any latent constn►ction defects in the worlananship or mated4h. cI understand I may obtain tnore •information regarding• my obligations as an ,employer,. from the Internal F- e, the United States Small Business Administration, the California Department of Benefit Paymerfts. and the California -Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at I- . 800-321-CSLB (2752) or www.cs(b.ca gov for more information about licensed contractors. 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the C _Vary legally and financially responsible for proposed construction activity at the following address: agree that, as the party legally and ftnaacially responsible for this proposed construction activity, I will abide by all plicable laws and requirements that -govern Owner -Builders as well as employes. . 12. 1 agree to notify the issuer of this form immediately of any additions; deletions, or dwgPs toan0y of the information I ave provided on this form.. Licensed contractors are regulated by taws designed to protect the public. If you contract with someone who does not have a license, dm Contractors' State License Board may be unable to assist you with any linw&ial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in i ivd court. It is also important for you to understand thatif an unlicensed Contractor or employee of that individual or firm is W*0d while WmUng on Yom Property. You may be �d lite for damagm If you obtain a permit as Owner -Builder and wish to hire Coniraetors, you will be responsMo for verb or not those Contractors are properly licensed and the starts of *M w060Ms' compensation insunnoe coverage. Before a building permit can be issued, this form must be completed and signed by the property owner Aad returned to the agency responsible for issues; &*,pumdt. Nater A copy, off'dw propergt awner's Mver'NA061014 farm e�+q err other verification acceptable to the agmey is r+ wired to be pr+csurW when the pomit iss issWA m verify &e PVPeM owner's signature. Signature of property owe OU `, . Date �1 • l 1 Note: 77se following Authorization Form is required to be completed by the proper. ty owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY _OWNRES B Excluding the Notice to Property Owner, the execution of which I understand is my persomal responsibility, I h=*Y authorize the following persons} to act as my ageatt(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder_ Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Tel No I declare under penalty of perjurythat I am the property owner for the address listed above and I personally filled out the al information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature.. Property Owner's Signature: Date: CITY OF LA QUINTA SUB -CONTRACTOR LIST JOB ADDRESS �lq^ 55 S 'WArVA10 040 M4."FRAMIT NUMBER // -10Ae . OWNER BUILDER This form shall be posted on the iob with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are - authorized to work. on this job. Any changes to this list must be approved by. the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of building permit. For each. applicable trade, all information requested below must be completed by applicant. "On File" is not an acceptable response. Trade: / Classification Contractor State: Contractor's License Workers Compensation Insurance Ca .:.. Bu$ir{ess. License Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (?cx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-12) CONCRETE (C`8) S� Cai �,A� C fS 79a ��-�S 3 3►-1� 30•/A FRAMING (C-5) .'ST -RU' CT. STEEL (C:=51) W l�'�IS Sf��Z C 2 5i Ly�77a�-g14 1 •'�l-/cw r� ✓�� ! ^!^l Z o2 i0 .3 .�'.3j• 1 MASONRY (C-29) PLUMBING (C-36) .LATH, PLASTER (C-35) DRYWALL (C-9) b 1� k HVAC(C-20) ELECTRICAL (C-10) 9bTti hr &4 "qt Ca& 980550 la --41-0-11. v901115 /l . /ol :ROOFING (C=39) I ) :SHEET METAL (C-43) FLO.ORING EC' -15) .GLAZING. (C-17) INSULATION'(C72) SEWAGE WSP. W-421 PAINTING (C-33) CERAMIC TILE. (C-54) CABINETS (C-6) FENCING (G-1:3) E LANDSCAPING (C-27) POOL (C-5:3) y .bf r [e],tenphase d tr `:`t�2"..s�'�+Cfa,-x�*»3i>S. �o.S� .. :`�N�'.�5�?u�'1: �•+'�.Pcrht:'�'�.e • + ��:`2=rroY'�^..+7�.:as?a3�wi" :�i.."isF#t tR�+.il'7�zr`I,i:.^g��=YB'�:v,^:x3ti'��^'TO�rY•`S�?i:'d.�4r3Cr:.;'?�L�`F�+�'^.'Yl+Tft`'�i'.•FzfCF.:%:� •14 U{tY �yrs3 1 , - t +7 3 v ` .The Enphase System includes the - Quick and simple design,. installation SMART and management microinverter, the Envoy Communications - 24/7 monitoring and analysis - Gateway, and Enlighten, Enphase's monitoring and analysis software. - Low voltage DC ' SAFE _ Reduced fire risk i k . - C Us .�enphase.com • i S: • r w;' �, a yr r .+ t'rn a M.�, i . r ' � ` a i Y • � ' d^•j X74. it'S'; •war .a � , ` � �'�„?, `: . ' - Maximum energy production j The Enphase Energy Mieroinverter P R O. D U CTI VE - Resilient to dust, debris and shading - Performance monitoring per module System improves energy harvest, increases reliability, and dramatically k_ System availability greater 1 I simplifies design, installation and RELIABLE ` than 99.8% -No single point of system failure management of solar power systems. ` .The Enphase System includes the - Quick and simple design,. installation SMART and management microinverter, the Envoy Communications - 24/7 monitoring and analysis - Gateway, and Enlighten, Enphase's monitoring and analysis software. - Low voltage DC ' SAFE _ Reduced fire risk i k . - C Us .�enphase.com , ' ' f ! ' =; R r W r � f 'Iv „ r . i• • � a ' rlf t - ` r - s �- - S -. .. ` w_- M215-MICROINVERTER TECHNICAL DATA, • t. D ' Recommended input power (STC) _ . 190 - 260W ' L- ,Maximum input DC voltage r , 45V Peak power tracking voltage '22V - 36V `- Operating range 16V - 36V e + Min./Max. start voltage + 22V/45V 4 Max. DC short circuit current • 15A `. s Max. input current , 10.5A Out put Data (AQ (6208 Vac @240 Va'c -Maximum output power 215W 215W Nominal output current • r-- 1.OA (arms at nominal duration) 0.9A (arms at nominal duration) , r Nominal voltage/range 208W183 -229V y 240V/211 -264V ,, - Extended voltage/range " . 208V/179 -232V •240V/206 -269V .' Nominal frequency'/range . �., 60.0/59.3-60.5 Hz ';1: ,r 60.0/59.3-60.5 Hz' ' Extended frequency range ' - .� ' 60.0/59.2-60.6 Hz' ' _ 60.0/59.2-60.6 Hz M `t - ' Power Factor < , >0.95 >0.95 {~ ' Maximum units per,20A branch circuit 25 (three phase) , 17 (single phase) r +� - Y Maximum output fault current f - 1.05 Arms, over 3 cycles; 25.2 Apeak, 1.74ms duratic•n . • Efficiency CEC weighted efficiency 1 96.0% _ _ Peak inverter efficiency, t f '' 96.3% Static MPPT efficiency (weighted; reference EN50530) 99.6% •4 S "le. ` Dynamic MPPT efficiency (fast irradiation changes, reference EN50530) - .99.3% •.`� . Night time power'consumption 46rmW s -'- Q' _ ^, Ambient temperature range °40°C to + 65°C ` F• - fi • ' :Operating temperature range (internal) -40°C to + 85°C Y _ _:Dimensions (WXHXD) '' _ . 17.3 cm x 16.4 cm x 2.5 cm (6.8" x 6.45" z 1.0")*` 1 Weight ' _J .1.6 kg (3.5 lbs) �a s Cooling , Natural convection, = No fans �Enclosureenvironmental rating Outdoor-NEMA6' without mountingbracket T�! Features Compatibility „r.; Pairs with most 60 -cell PV modules Communicatio'ri Power line t . • ' Warranty �` G , r 25 -year limited warranty f' . Monitoring " „ ' 'Free lifetime monitoring via Enlighten software ` ComplianceR r �i UL1741/IEEE1547, FCC Part 15 Class B ' ! - CAN /CSA -C22.2 NO. 0-M91, 0.4-04, and 107.1-01 • L Enphase Energy, Inc. - Y,a' . 201 1 st Street • '.. Petaluma, CA 94952 Phone: 877-797-4743 Fax: 707-763-0784 _ info@eripheseenerg y com ' • -� !' tr '„ s ` t http://www;enphase.com - r j, :142-00010 Rev 03 1 1 ' PHOTOVOLTAIC MODULES MAGE POWERTEC°,PLUS 245/ 6 MNBS Number of Cells: 60 rCell Type: monocrystalline Power class: 245 Wp Cell Efficiency: 18.71 % I ` - �P� - wFp .. MAGE eoy St m� 0 POWERT=C® PLUS°u""� ~ More Power _ More Quality More Security IMAGE POWERTECO PLUS modules use a The 10 -year 'Prod UC roduct warranty far Due to their engineered hollow section monocrystalline cell technology with a 'surpasses industry standards. MAGE frame and 3.2 mm (0.13 in) special module efficiency of up to 15.02%. POWERTECO PLUS modules go far solar glass, MAGE POWERTECO PLUS Allowable tolerances of up to+5 watts beyond competitors' standards with modules meet maximum demands -- guarantee maximum power without the added added guarantee that they'll produce with regard to stability and corrosion compromise. The nominal power is 90%oftheirnominal powerfor 12 years resistance. The high-quality EVA foil always obtained or even exceeded. and 80% for 30 years. That is three full allows ideal embedding of the solar decades of reassurance. cells, while the weatherproof foil on the Certifications according to the most back of the modules protects against ` rigorous North American and humidity. ' international standards guarantee To avoid overheating of the individual maximum quality. solar cells (hot -spot effect), a junction l 1n addition, every MAGE POWERTEC® box with bypass diodes is placed on PLUS module passes rigorous optical, the back of the module. In addition, the - mechanical, and electrical quality extremely robust modules resist a i controls. maximum pressure of 5,400 Pa/113 psf. IV'WATTS.. YEAR,,. + YEAR'90% • YEAR80% POSITIVE PRODUCT POWER' _ POWER _ • ' TOLERANCES WARRANTY (GUARANTEE • GUARANTEE. - .• i ;'F ` �'�' .. Ti r'1 i" ,-K .. a Z v t _± w s , £ _ ti .'' h�. t+ u l �M ;•a 5 3 " • MAGE SOLAR PROJECTS INC. ` * i;,, , t #, " r ° f `720 Industrial Boulevard t' �; " k• ; 1� Du_b1ih, Geoigia 31021 USA "' a y 2" +1 (877): 311 6243 Toll free r +1 (478); 609 6640 Main Office (478) 275 76851 FaX infopmagesolar com www magesolar com = k f y s^ C ;f Y �M Q G E G R O U P A AK �e MAGE® PHOTOVOLTAIC MODULES SOLAR MAGE POWERTEC° PLUS 245/ 6 MNBS Electrical Characteristics* 245 / 6 MNBS Technical Facts 245/ 6 MNBS Maximum Power Rating 245 Number of Cells (Matrix) '60 (6 x 10):. [Wp] Tolerance of P... - P [WO -0/+5 Solar Cell Type monocrystalline Maximum PowerVoltage ofP U -P, [V]. 30,70 ,-5olar.CellSi'ze(rrm) ;, 1562156: Maximum Power Current Pm,x I,(A] 8.00 Solar Cell Size (ir0 6 x 6, Short Circuit Current i5C [A] 8.49 Dimension mm] s[LxV'xH R 1644 x 992 z 42 Open Circuit Voltage UocM 37.75 Dimensions [LxVTxHin] 64.72 x 39.06 x 1.65 Maximum" System Voltage, [V] 600 Weight'[kg] 19.0 Maximum Series Fuse 15 A Weight [lbs] 41.9 ' STC @ 25' C,,1000 W/m' AM 1.5 Thermal Characteristics 245 / 6 MNBS t NOCT [o C] y + 46 t2 Efficiency 245 / 6 MNBS Temperature Coeff cient lec [%/ K] +0.04 Cell [0/6]_ 18:21 , Temperature CoefF.cient Uoc"[°/q/ K] ' , - 0.32 Module [%] 15.02Temperature Coefficient Pm„ [%/ K] -0.43 TOP I �-- 37.09"(9 42m m) -J �- 39.06"(992mm) J BOTTOM E E O t d' E E E E v ONi N N n v O N UL 1703 Coker Solar: ' 49-555 Rancho'La Merced, La Quinta; CA 92253 . LOADS: . TRELLIS. DEAD LOADS: Pitch = 0.25:12 Solar Panels 3:00 PSF Infill Grid `. 10.00 DL= 13.00 PSF" Slope Correction = - 1.00 DL= 13.00 PSF LL= 10.00 PSF (Trellis LL) TL= 23.00 PSF Coker Solar. 49-555 Rancho La Merced, La Quinta, CA 92253 LATERAL" LOADING 2010 CBC :.. SEISMIC Ht. Abv.Gnd.(Ft) = 10.5 Cu = 1.4 1= 1.00. C, = 0.02 "R" Factor = 3.5 x = 0.75 Site Class = D Ta = 0.117 . . Latitude= 33.616. TL =..8 Longitude ,= -117.930 p = 1.3 'Occupancy Catetory = 11 Ss = 1.5 Fa = 1 Sos = 1.000 SDC (S,5) _. D, - S1 = 0.6 Fv = 1.5 Sol = 6.600 SDC (Sol) =:.D USE: SDC =. D . . '.. BASE SHEAR'.. Per ASCE7 Eq. 12.8-2 Cs 0.286, GOVERNSNot xceed- to exceed - Per ASCE7Eq. 12.83 Cs = 1..469 Pe . r Not less than- 0.286 STRENGTH DESIGN . ., Per ASCE7 Eq. 12.8-5 _ Cg =-0.010 �.• - .. 0.204 WORKING STRESS DESIGN - (DIVIDE B" 1.4) Use- 0.010 By Inspection: SEISMIC Governs Design Dead Loads:- . `Solar and Infill Grid=' 13 psf 365 sf 474516s. Plastered Exterior beams= 25 plf 69 Ft 1725 lbs. Clad Interior Beams= 10 plf 67.5 Ft . •: 675 lbs. Steel Framing =.21 psf 365 sf 7665 lbs. Wto,.,= 148101bs. Seismic = ' 4231 Ibs. E'(Ibs) w . Seismic w= .11.59 psf . . .. 13, � � a j�n-'khd,: e#.r�b rwSt�..... aak'� Kt$ �� .➢ - . r F 1� 8 t 8 4 10 Results for LC 7, ELZ B.G. Structural Engineering SK- 1 BG Solar Trellis - Ju:ie.4, 2011 at 2:09 PM' 902.03 Frame -1 e.r3d (\fL.'.'O6t'IF)lYLtfl1)31ANN,4GYF61tllL'N/G.tri IFN�S6QdYi5viiVT.# gga :.✓ . . v� � �i:5•k�\`�.. �`;,��t ''}mow 5�`' ��•�s��`•k '�Z�� / WN fi4gg. :::5 S. :hi.'•: .:%: �:%tin �: ��:i. ♦ k>:v: • Y ' �t XX `��\� `�`:� � � ft -3 G ��R,��'��ti JV•' .''� J'�,pi{\�...n .. �'JI '5�'t'�� z� IMA � �,�...,. • ri• � C `~ :. i•:>•;,: 4 . � �'t ..`r�%E%�Q.:'. \�c1✓ R�6✓:/,�^ ' •.� \ .. d � a�\, �%.c'•':.;,f'k`.�1�'` � ;,dad c' ;\ �, ,Of M._�'n j�'.s�.,:K •:1��::ail `✓!�. � ��.�.��' y 1902 �3. ` Frame-le.r3d 1 i `� �;v�'�j.� �`�.�•,'�• `\.! fir•'' �'�� • :: •>. ttffY� • � r.\ >-,.�,_�t{:'' ��, � � .�'�• • '� r +:;;r` '+IW @::;f. qtr �C'... x WA �f £ +�s�,•.ORMM T 'j 110, .`'L r g �, ,�rr�slarcala�sw:<cxizma�craa �wauz�rswa•.am }11e�. I J� q S yi i • — ' 2:11• • / s 1u Loads: BLC 6, HRLL Results for LC 7, El Z B.G. Structural Engineering. S.< - 3 BG Solar Trellis June 4, 2011 at 2:11 PM 902:03 _ Frame=l eAd .. .. • . ! . Trellis Base Plate. ~ X Bearing Pressure Maximum Bearing,,- 2.706 ksi Max/Allowable Ratio .983 IBC 16-6 (3) (ABIF= 1.]00) .2.706 JI'( •��,� � � � .. �, ksi Z 0.' .. 3 a x6 N �} YY 1 Base Plate,Stress 20 in Maximum Stress. 4.05 ksi Max/Allowable Ratio .083 IBC 16-5 Stiffened Base Plate Connection (ASIF = 1.D00) Base Plate Thickness : 1.5 in " . Base Plate Fy.. : 36. ksi 4.05 h Bearing Surface Fp 2.754 ksi.(ksi) ' ' Anchor Bolt Diameter : 1. in Anchor Bolt Material : F1554-105 ;+ 0' Anchor Bolt Fu : 125. ksi ' Column Shape ' .: : HSS8X8X8 Design Code : AISC LRFD 13th Pullout Code ACI 2005 - rAnchor Bolts Bolt X (in) Z, in Tens.(k) Vx k Vz 'k Fnt (ksi) ft (ksi) Fnv ksi fv ksi Unity Combination 1 ' 7. 7. 5.993 0. '..04 93.75 7.631 50. • .051 •09 T IBC 16-6 a 10 -2 -7. .7. 10.131 0. 1.142 93.75' 12.899 50. 1.454. .- 83 T IBC 16-5 7 ' 3. 0. 7. 7.198 0.- . 1.142 93.75 9.165 ..50.. 1.454 - IBC 16-5 7 .4 7. -7. 7.111 0. .04 93.75 9.054 50. .051 •5 -7.' -7: .4.973 0. :907 93.75 6.332 50. 1.155 4,�29 IBC 16-6 a 9 6. 0. -7. 3.831 . 0. .04 93.75 4.878 50. .051 IBC -16-6 a 10 ' Loads P (k) Vx (k) Vz (k) . • Mx (k -ft) Mz(k-ft) Reverse DL 8.617 -3.158 10.859 No LL 2.166 -.925 ' 3.181 No. EL .736 -2.6 14.59 27.287. Yes Anchor Bolt Pullout Capacity Results Note:. All capacities shown include phi factors Anchor Bolts Envelope Results (Pullout LCs) Bolt X in Z in Tens.(k) Vx k Vz'(k) Fnt ksi ft ksi Fnv ksi fv ksi Unity' Combination 2 -7. 7: 10.131 1 0. 1 1.142 93.75 1 12.899 1 50. 1.454 .183 T IBC 16-5 7 Single Bolt Tension Envelope Results LC Bolt. Tens.(k) Nsa k Ncb(k) N n k Nsb k 'Unity Seismic Load k Steel(in2 10.131 42.609 23.121 20.25 0.- .5 N.A. 0. 0. Single Bolt Vx Envelope Results LC : Bolt Vx (k)Vz (k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx k Vc (k) VxUnity VzUnitv `1 1 0. .737 1 23.634 1 24.342 1 31.802 14.311 .31.802 61.656 1 0. 1051 Seismic & Reinforcement Results LC Bolt Vx k Vz k VxUnityVzUnity Vx-Sei Vx-L(k) Vx-St int Vz-Sei Vz-L(k) Vz-St int 1 1 0. .737 1 0. 1, .051 N.A. 0. 0. N.A. 0. 0. Single Bolt Vz Envelope Results LC Bolt Vx k Vz (k) Vsa k VcbXx k VcbXz k VcbZz(k) VcbZx k Vcp (ky VxUnity VzUniry 7 1 0. 1.142 17.726 1 18.256 1 23.852 1 10.733 23.852 46.242 0. .106 Seismic & Reinforcement Results LC Bolt Vx k Vz k VxUnity' VzUnity Vx-Sei. Vx-L(k) Vx-St int Vz-Sei Vz-L(k) . Vz-St in2 ' 7 1 . 0. • 1.142 0. .106 Ductile 0. 0. N.A. 0. 0. Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt. Nn(k), Vnx k Vnz k SRSS Interaction FT7 1 27. 23.634 1 14.311. • .118 N.A. Group.Bolt: Tension Capacity Envelope Results LC GroupTens.(k) Nsa.(k) Ncb.(k) -_ Nsb.(k), Unity Seismic Load(k) Steel(in^2) 7 T-1 26.479 1 255.6 61 27.931 1 0. .948 N.A. 0. 0. Vz Shear Groups Capacity Envelope Results LC Gr Type Failure Vx k Vz k Vsa k VcbXx k VcbXz k VcbZz k bcbZx(k) Vcp. k VxUnity VzUnit 7 IS-11+Vzl Full 1 0. 1 6.852 106.3531 0. 1 0. 17.804 31.224 55.863 N.A. 385 Nr Edge . 0. 1 3.426. ' 53.177 1 0. 1 0. 14.051 32.2 40.161 N.A. I244 Seismic & Reinforcement Results LC Gr Type. Failure Vx k Vz k VxUnity VzUnity V_x-Sei Vx-L(k) Vx-St in2 Vz-Sei 'Vz-L(k) Vz-St in2 7 S-1 . +Vz Full 0. 6.852 N.A. 385 N.A. 0. 0. N.A. 0. 0.. . Nr Edge 0. 3.426 N.A. .244- N.A. 0. 0. N.A. 0. 0. Company . B.G. Structural Engineering June 4, 2011 Designer . BG Job Number : 902.23: Trellis Base Plate Checked By: ' X Bolt X in Z (in) .. jj 4 { t Z Y.5:. Y . �.•'. 3 6. Co 1 7. 7. 2 . -7. 7. 3 0. 7. 4 7. -7. 5 -7. -7. .6 0. -7. " Geometry and Materials 20 in 1ADL Length 20."in Column Shape HSS8X8X8 Anchor Bolt Diameter•1. in Width 20. in Column eX 0. in Anchor Bolt Material F1554-105 Thickness 1.5 in Column eZ 0. in Anchor Bolt Fu 125. ksi Base Plate Fy. 36. ksi Column to Edge Min (X) 1. in Anchor Bolt Fy 105. ksi Base Plate E 29000. ksi Column to Edge Min (Z) A. in Anchor. Bolt E 2900». ksi' Bearing Fp 2.754 ksi HSS Tube X -sides welded AB Projected Length 6. in Bearing Fc' 3. ksi HSS Tube Z -sides welded AB'to AB Min Spacing 5 in Pedestal Length 36 in Stiffened Base Plate Connection AB to Stiffner Min Spacing fin . Pedestal Width 36 in Vx Shear Lug NOT present AB to Column Min Spacing 1.5 in Pedestal Heigh. r36 in Vz-Shear Lug NOT'present AB to Edge Mini Spacing 3 in Analyze Base Plate as Flexible 1. AB Row Min Spacing. 6 in Pp Based on AISC J8 Criteria 1 Priority is AB to Edge Spacing " Base Plate:" AISLRFD 13th Include Threads for AB Design AB Pullout: ACI 2005 48.6 AB Fv, Ft based on AISC Criteria AB Head:* Heavy Hex NW Concrete - Total AB Length: 24. in " Seismic Reduction W ' 25. Concrete Cracked Supp. Reinforcement Present Square Base Plate Required" ABs NOT Welded to Base Plate Tension Pedestal Bar Fy: 6.3.'ksi " 1. Built-up Grout Pads -are used Shear Pedestal Bar Fy: 61. ksi Loads .335 P k Vx k Vz k Mx (k -ft), Mz k=ft Reverse DL 8.617 -3.158 10.859 No LL 2.166 -.925 3.181 No EL ..736 -2.6 14.59 1 27.287 1Yes Base Plate Stress and Bearinq Result' Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets- Allowable ASIF U.C. Allowable AB•F " U.C. IBC 16-1 1 1ADL 48.6 1.. .023 2.754 1 1 .348 IBC 16-2 a 2 1.2DL+1.6LL .48.6 1. .028 2.754 1 .417 IBC 16-3 6 3 1.2DL+.8WL 48.6 1. .02 2.754 1 .298- -I 16-3 b' 4 1.2DL-.BWL 48:6 1. .02 2.754 1 .298 ' IBC 16-4 a 5 1.2DL+.5LL+1.6WL 48.6 1. .023 2.754' 1 .335 IBC 16--4 a 6 1.2DL+.5LL-1.6WL 48.6 1. .023 2.754 1 .335 IBC 16-5 7 1.2DL+.5LL+1EL 48.6 1. .083 2.754. 1 922 ' IBC 16-5 8 1.2DL+.5LL-1 EL 48.6 1. .05 2.754 1 -.751 IBC 16-6 a 9 .9DL+1 EL 48.6 1. .082 2.754.. - 1 .983 IBC 16=6 a 10 '.9DL-1 EL 48.6 .1. .061 2.754. 1 .877 IBC 16-6 b 11 .9DL+1.6WL 48.6 1. .015 2.754 1 .224 .IBC 16-6 b 12 .9DL-1.6WL 48.6 1. .015. 2.754 1 ..224 RISABase Version 2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbsJ Page1 .Company B.G. Structural Engineering June 4,2011 Designer BG Job Number 902.23 Trellis Base Plate Checked By: ' Bearing Contours 958 1.15 821 (ksi) (ksi) (ksi) . 0. 0. 0. 1 ADL 1 ;2DL+1.6LL 1.2DL+.8WL Allowable .: 2.754 ksi Allowable .: 2.754 ksi Allowable :2.754 ks U.C. :..348. U:C. :.417. U.C. :..298 .821 WM.924 924 w.. (ksi). (ksi) (ksi) 0. 0.' 0. 1.2DL-.BWL 1.2DL+.5LL+1.6WL 1.2DL+.5LL-1.6W`_, Allowable 2.754 ksi Allowable : 2.754 ksi Allowable :.2.754 ks U.C.. :.298 , U.C. :.335 U.C. :.335 - 2.5392.068 2.706 (ksi) (ksi) (ksi) 0. .1.2DL+.5LL+1 EL 1.2DL+.5LL-1 EL ':9DL+1 EL " 'Allowable : 2.754 ksi Allowable.: 2.754 ksi Allowable :2.754 ks U.C. ':.922 U.C.:.751 'U.C. :.983 2.416 MM.617 " .617 (ksi). '.(ksi) 0. 0. 0. .9DL-1 EL .9DL+1.6WL .9DL-1.6WL Allowable : 2.754 ksi Allowable :2.754 ksi All :2.754 ks U.C. :.877. U.C. ::224 U.C. :.224 Base Plate Stress Contour on 1.137 1.361 975 - ,' (ksi) w z (ksi) �:_ (ksi) . 0.. 0. 1 ADL 1.2DL+1.6LL 1..2DL+.8WL Allowable : 48.6 ksi Allowable :48.6 ksi Allowable :,48.6 ksi U.C.::.023 U.C. ?.028. U.C. :.02 o RISABase Version 2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs] Page 2 . Company B.G. Structural Engineering June 4, 2011. Designer BG Job Number : 902.23 Trellis Base Plate 'Checked By: Base Plate Stress Contours (continued) 975 1.095 1.095 (ksi) (ksi) (ksi) «' p tit 0 0 1.2DL-.8WL 1.2DL+:5LL+1.6WL 1.2DL+.5LL-1.6WL• Allowable 48.6 ksi Allowable : 48.6 ksi . Allowable : 48..6 ksi U.C.:...02 U.C. :.023 U.C.:.023 4.05 E . 2.425 3.976 (ksi) (ksi) (ksi) 0. 0. 0, 1.2DL+.5LL+l EL 1.2DL+.5LL-1 EL .9DL+1 EL Allowable : 48.6 ksi Allowable :48.6 ksi Allowable :48A ksi U.C.:.083 U.C.:.05. U.C. :.082 -7 1!� „� 2.962 .731 .731 ' '�._.. --- SO (ksi) �k (ksi) (ksi)' 0, 0, .9DL-1 EL .9DL+1.6WL .9DL-1.6WL Allowable : 48.6 ksi Allowable': 48.6 ksi Allowable : 48.6 ksi U.C.:..061 U.C.:.015 U.C. .015 RISABase Version 2.03 (S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs) Page 3, Company B.G. Structural Engineering June 4, 2011 Designer BG Job Number : 902.23 Trellis Base Plate Checked By: Anchor Bolt Results CombinationLoad Sets Bolt Tens(k) VY (kl V7 1k) Fnt tksil ft /ksi. Fnv'/kcil fii /kcil I Inihi IBC 16-1 1 1ADL 1 1.785 0. .737 93.75 2.27? 50.' .938 .032 T 2 1.791 0. .737 93.75 2.28 50. .938 .032 T 3 1.869 0. .737 93.75 2.38 50. .938 .034 T 4 0. 0. .737 93.75 0. 50. .938 .025(S) 5 0. 0. .737. 93.75 0. 50. .938 .025 S 6 0. 0. .737 93.75 0. 50. .938 .025(S) IBC 16-2 a 2 1.2DL+1.6LL 1 2.206 0. .878 93.75 2.80`: 50. 1.118 .04 T 2 2.213 0. .878 93.75 2.81 E 50. 1.118 .04 T 3 2.31 0. .878 93.75 2.941 50. 1.118 .042 (T). 4 0. 0. .878 93.75 0. 50. 1.118 .03-(S) 5 0. 0. .878 93.75 0. .50. 1.118 .03(S) 6 0. 0. .878 93.75 0. 50. 1.118 .03(S) IBC 16-3 b 3 1.2DL+.8WL 1 1.529 0. .632 93.75 1.947 50. .804 ' .028 T 2. 1 1.534 0. .632 93.75 1.954 50. .804 .028 T 3 1.601 0. .632 93.75 2:035 50. .804 .029 T 4. 0. 0. .632 93.75 0. 50. .804 .021 S 5 0. 0. .632 93.75 0. 50. .804 .021 S 6 0. 0. .632 93.75 0. 50. .804 .021 (S IBC 16-3.(b) 4 1.2DL-.8WL 1 1.529 0. .632 93.75 1.947 50. .804 .028 T) 2 1.534 0. .632 93.75 1.954 50. .804 .028 T 3 1.601. 0. .632 93.75 2.036 50. .804 .029 T 4 0. 0. .632 93.75 0. 50. .804 .021 (S), 5 0. 0. .632 93.75 0. 50. .804 .021 S 6 0. 0. .632 93.75 0. 50. .804 .021 S IBC 16-4 a 5) 1.2DL+.5LL+1.6WL 1 1.741 0. .709 93.75 2.21E 50. .902 .032 T 2 1.747 0. .709 93.75 2.22, 50. .902 .032 T 3 1.823 0. .709 93. 5 2.321 50. .902 .033 T 4 0. 0. .709 93.75 0; 50. .902 .024(S) 5 0. 0. .709 93.75 0. 50. .902 .024(S) 6 0. 0. .709 93.75 0. 50. .902 .024(S) IBC 16-4 a 6 1.2DL+•5LL-1.6WL 1 1.741 0. .709 93.75 2.21E 50. :.902 .032 T 2 1.747 1 0. .709 93.75 2.22,c 50. .902 1.032 T 3 1.823 0. .709 93.75 2.321 50. .902 .033 T 4 0. 0. .709 93.75 0. 50. .902 .024(S) 5 0. 0. .709 93.75 0. 50. .902 .024(S) 6 0. 0. .709 93.75 1 0. 50. .902 .024(S) IBC 16-5 7 1.2DL+.5LL+1 EL 1 3.649 0. 1.142 93.75 4.64E 50. 1.454 .066 T 2 1 10.131 1 0. 1.142 93.75 12.893 50. 1.454 .183 T 3 7.198 0. 1.142 93.75 9.16E 50. 1.454 .13 T 4 0. 0. 1.142 93.75 0. 50. 1.454 .039(S) 5 4.262 0. ' 1.142 93.75 5.42? 5077 1.454 .077 T 6 1.238 0. 1.142 93.75 1.57E 50. 1.454 .039(S) IBC 16-5 8 1.2DL+.5LL-1EL 1 5.822 0. .275 93.75 7.41 50. .351 .105 T 2 .042 0. .275 93.75 .053 50.. .351 .009 S) 3 .2.801 0. .275 93.75 3.56 50. .351 .051 T 4 5.815 0. .275 93.75 7.40, 50. .351 .105 T 5 .037 0. .275 93.75 .048, 50. .351 .009(S) 6 2.794 0. .275 93.75 3.55E 50. .351 .051 T IBC 16 6 a 9 9DL+1 EL . 1 2.928 0. .907 93.75 3.72E 50. '1.155 .053 T 2 9.945 0. .907 93.75 12.662 50. 1.155 .18 T 3 6.724. 0. .907 93.75. 8:561 50.. 1.155 ' .122 T 4 0. 0. .907 93.75 0. 50. 1.155 .031 S 5 4.973 0. .907 93.75 6.332 50. 1.155 .09 T 6 1.608 0. 907 93.75 2.04E 1 50. 1.155 .0317rsTl RISABase Version 2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs) Page 4 Company :. B.G. Structural Engineering June 4, 2011 Designer BG Job. Number : 902.23 Trellis Base Plate Checked By: Anchor Bolt Results (continued) Cnmhinatinn I nnrl Sat, Rnit Tanc 10 \/v /Irl /41 Fnt /Lail f+ /4ci1 Gn„ /bei\ A, fL-A 11-;k, IBC 16-6 a 10 .9DL-1 EL 1 5.993 0. .04 93.75 7.631 50. .051 .109 T 2 0. 0. .04 93.75 0. 50. .051 .001 S) 3 2.662 0. .04 93.75 3.389 50. .051 .048 T 4 7.111 0. .04 93.75 9.054 50. .051 .129 T 5 .524 0. .04 93.75 .668 50. .051 .009 T 6 3.831 0. .04 93.75 4.878 50. .051 .069 T IBC 16-6 b 11 .9DL+1.6WL 1 1.146 0. .474 93.75 1.459 50. . .603 .021 T 2 1.15 0. .474 93.75 1.464 50. .603 .021 T 3 1.2 0. .474 93.75 1.528 50. ,603 .022 T 4 0. 0. .474 93.75 0. 50. .603 .016(S) 5 0. 0. .474 93.75 0. 50. .603 .016(S) 6 0' 0. .474 93.75 0. 50. .603 .016(S) IBC 16-6 b 12 .9DLA.6WL 1 1 1.146 0. .474 93.75 1.459 50. ..603 .021 T 2 1.15 0: .474 93.75 1.464 50. .603 ..021 T 3 1.2 0. .474 93.75 1.528 50. .603 .022 T 4 0. 0. .474 93.7.5 0. 50. .603 .016 S 5 0. 0. .474 , 93.75 0. 50. .603 .016 S 6 0. 0. .474 93.75 0. 50. .603 .016 SZ_ Anchor Bolt Results (Pullout LCs) Combination I nnrl Sats Rnit Tans Mel Vv /Ll \/7 /Ll PM rLcil . f+ /Lail F;,,, /Lei\ fi; n,,A 1 i.,u., IBC -16-1 1 1ADL 1 1.785 0. .737 93.75 2.273 50. .938 .032 T 2 1.791 0. .737 93.75 2.28 50. .938 .032 T 3 1.869 0. .737 93.75 2.38 50. .938 .034 T 4 0. 0. .737 93.75 0. 50. .938 .025(S) 5 0. 0. .737 93.75 0. 50. .938 .025(S) 6 0. 0. .737 93.75 0." 50. .938 .025(S) IBC 16-2 a 2 1.2DL+1.6LL 1 2.206 0. .878 93.75 2.809 50. 1.118 .04 T 2 2.213 0. .878 93.75 2.818 50.. 1.118 .04 T 3 2.31 0. .878 93.75 2.941 50.1.118 .042 T 4 0. 0. .878 93.75 0. 50:1.118 5 0. 0. .878 93.75 0. 50.1..118 -.03(S) .03(S) 6 0. 0. .878 93.75 0. 50.1.118 .03(S)' IBC 16-3 b (3). 1.2DL+.8WL 1 1.529 0. .632 93.75 1.947 50.1 .804 .028 T 2 1.534 0...632 93.75 1.954 50. .804 .028 T 3 1.601 0. .632 93.75 2.039 50. .804 .029 T 4 0. 0. .632 93.75 0. 50. .804 .021-(S) 5 0. 0. .632 93.75 0. 50. .804 .021(S) 6 0. 0. .632 93.75 0. 50. .804 .021 S IBC 16-3 b 4 1.2DL-.8WL 1 1.529 0. .632 93.75 1.947 50. .804 .028 T 2 1.534 0. .632 93.75 1.954 50. .804 .028 T 3 1.601 0. .632 93.75 2.039 50. .804 .029 T 4 0. 0. .632 93.75 0. 50. .804 .021 S 5 0. 0. .632 93.75 0. 50. .804 1 .021 S 6 0. 0. .632 93.75 0. 50. .804. .021 S IBC 16-4 a 5 1.2DL+.5LL+1.6WL 1 . 1.741 0. .709 93.75 2.216 50. -.902 .032 T 2 1.747 0. .709 93.75 2.224 50. .902 .032 T 3 1.823 0. .709 93.75 2.321 50. .902. .033 T 4 0. 0. .709 •93.75 0. 50. .902 .024(S) 5 0. 0. 1 .709 93.75 • 0. 50. .902 .024 S 6 0. 0. .709 93.75 0. 50. .902 .024 S RISABase Version 2.03 (S:\JOBS\BG\902:23-Coker Solar\Trellis.rbs] Page 5 . 9 Company B.G. Structural Engineering June 4, 2011 Designer BG Job Number : 902.23 Trellis Base Plate Checked By: Anchor Bolt Results (continued) Cnmhination Load Sets Rn1t Tens (kl VY (kl Vz (k) Fnt (ksil ft (ksil Fnv (k-,il fv (k --,i) I Inity IBC 16-4 a 6 1.2DL+.5LL-1.6WL 1 1.741 0. .709 93.75 2.216 50. .902 .032 T 1.2DL+.8WL 4. 2 1.747 0. .709 93.75 2.224 50. .902 .032 T IBC -16-'5 1.2DL+.5LL+1 EL 3 1.823 0. .709 93.75 2.321 .50. .902 .033 T 11 IBC 16-6 (b) 4 0. 0. .709 93.75 ' 0. 50. .902 .624(S) 5 0. 0. .709 93.75 0. 50. .902 .624(S) 6 0. 0. .709 93.75 0. 50. .902 .624(S) IBC 16-5 7 1.2DL+.5LL+1 EL 1 3.649 1. 0. 1.142 93.75 4.646 50. 1.454 1 .066 T 2 10.131 0. 1.142 93.75 12.899 50. 1.454 .183 T 3 7.198 0. 1.142 93.75 9.165 50. 1.454 .1-3 T 4 0. 0. 1.142 93.75 0.- 50. 1.454 .039(S) 5 4.262 0. 1.142 .93.75 5.427 50. 1.454 .077 T 6 1.238 0. 1.142 93.75 1.576 50. 1.454 039 S IBC 16-5 8 1'.2DL+.5LL-1 EL 1 5.822 0. .275 93.75 7.413 50. .351 .105 T 2 .042 0. .275 93.75 1 .053 50. .351 .009(s) 3 2.801 0. .275 93.75 3.567 50. .351 .051 T 4 5.815 0. .275 93.75 7.404 50. .351 .105 T 5 .037 0. .275 93.75 .048 50. .351 .009(S) 6 2.794 0. .275 9175 3.558 50. .351 .051 T IBC 16-6 a 9) .9DL+1 EL 1 2.928 0. .907 93.75 3.728 50. 1.155 .053 T 2 9.945 0. .907 93.75 12.662 50. 1.155 .18 T) 3 6.724 1 0. .907 93.75 1 8.561 50. 1.155 .122 T 4 0. 0. .907 93.75 0. 50. 1.155 .031 S 5 4.973 0. .907 93.75 6.332. 50. 1.155 .09 T 6 1.608 0. .907 93.75 2.048 50. .1.155 .031 S IBC 16-6 a 10 .9DL-1 EL 1 5.993 0. .04 93.75 7.631 50. .051 .109 T 2 0. 0. .04 93.75 0. 50. .051 .001 S 3 2.662 0. .04 93.75 3.389 50. .051 .048 T 4 7.111 0. .04 93.75 9.054 50. .051 .129 T 5 .524 0. .04 93.75 .668 50. .051 .009 T 6 3.831 0. .04 93.75 4.878 50. .051 .069 T IBC 16-6 b 11 .9DL+1.6WL 1 1.146 0. .474 93.75 1 1.459 50. .603 .021 T 2 1.15 0. .474 93.75 1.464 50. .603 .021 T 3 1.2 0. .474 93.75 1.528 50: .603 .022 T 4 0. 0. .474 93.75 0. 50. .603 .016(S) 5 0. 0. .474 93.75 0. 50. .603 .016(S) 6 0. 0. .474 93.75 0. 50. .603 .016(S) IBC 1.6-6 b 12 .9DL-1.6WL 1 1.146 0. .474 93.75 1.459 50. .603 .021 T 2 1.15 0. .474 93.75 1.464 50. .603 .021 T 3 1 1.2 0. .474 93.75 1.528 50. .603 .022 T 4 0. 0. .474 93.75 0. 50. .603 .016(S) 5 0. 0. .474 93.75 0. 50. .603 .016 S 6 0. 0. 1 .474 1 93.75 0. 50. 1 .603 .016 S Load Combinations LC Combination Load Sets 1 IBC 16-1 1 ADL 2 IBC 16-2 (a) 1.2DL+1.6LL 3 IBC 16-3 (b) 1.2DL+.8WL 4. IBC 16-3 (b) 1.2DL-.8WL 5 IBC 164 (a) 1.2DL+.5LL+1.6WL 6 -IBC 164 (a). 1.2DL+.5LL-1.6WL 7 IBC -16-'5 1.2DL+.5LL+1 EL 8 IBC 1675 1.2DL+.5LL-1 EL 9:. IBC 16-6 (a) .9DL+1 EL 10 IBC 16-6 (a) .9DL-1 EL 11 IBC 16-6 (b) .9DL+1.6WL RISABase Version 2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs] Page 6 Anchor Bolt Pullout Capacity Results Note: All capacities shown include phi factors Single Bolt: Tension Capacity LC Bolt Tens.(k) Nsa k Ncb k N n k Nsb k Unity Seismic Load k Steel in2 1 1 1.785 56.813 30.828 27: 0. .066 N.A. 0. 0. 2 1.791 56.813 30.828 27. 0. .066 N.A. 0. 0. 3 1.869 56.813 29.417 27. 0. .069 N.A. CF 0. 4 0. 56.813. 30.828 27. 0. 0. N.A. 0. 0. 5 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 6 0. 56.813 29.417 27. 0. 0. N.A. 0. 0. 2 1 2.206 56.813 30.828 27. 0.. .082 N.A. 0. 0. 2 1 2.213 56.813 30.828 27. 0. .082 N.A. 0. 0. 3 2.31 56.813 29.417 27. 0. .086 N.A. 0. 01 4 . 0. .56.813 30.828 27. 0. 0. N.A. 0. 0. 5 0. 56.813 30.828 .27. 0. 0. N.A. 0. 0.- 6 0. 56.813 29.417. 27. 0. '0. N.A. 0. 0. -3 1 1.529 56.813 30.828 27. 0. .057 N.A. 0. 0... 2 1.534 56.813 30.828 27. 0. .057 N.A. 0. 0. •3 1.601 '56.813 29.417 27. 0. .059 N.A. 0. 0. 4 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. . 5 0. 56.813. 30.828 27. 0. 0. N.A. 0. 0. 6 0. 56.813 29.417 27. 0. 0. N.A. 0. 0. 4 1 1.529 56.813 30.828 27. 0. .057 N.A. 0. 0. 2 1.534 56.813 30.828 27. 0. .057 N.A.. 0. 0. 3 1.601 56.813 29.417 27. 0. .059 N.A. 0. • 0. 4 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 5 0. 56.813 30.828 27. 0.. 0. N.A. 0. 0. 6 0. .56.813 29.417 27. 0. 0. N.A. 0. 0. 5 1 1.741 56.813 30.828 27. 0. .064 N.A. 0. 0. 2 1.747 56.813 30.828 27. 0. .065 N.A. 0. 0. 3 1.823 56.813 29.417 27. 0. .068 N.A. 0. 0. - 4 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 5 0.• 56.813 30.828 27. 0. 0.- N.A. 0. 0. 6 0. 56.813 29:417 27. 0. 0. N.A. 0. 0. 6 .1 1.741 56.813 30.828 27. 0. .064 N.A. 0. 0. .2 1.747 56.813 30.828 27. 0. .065 N.A. 0. 0. 3 1.823 56.813 29.417 27. 0. .068 N.A. 0. 0. 4 0. 56.813 30.828 27. 0. 0. N:A. 0. 0. 5 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 6 0. 56.813 29.417 27. 0. 0. N.A. 0. 0. 7 1 3.649 42.609 23.121 20.25 0. .18 N.A. 0. 0., 2 10.131 42.609 1 23.121 20.25 0. .5 N.A. 0. 0. 3 7.198 42.609 22.063 '20.25 0. .355 N.A. 0. 0. 4 0. . 42:609 23:121. 20.25 0. 0. N.A. 0. 0. 5 4.262 42.609 23.121 20.25 0. .21. N.A. 0. 0. 6 1.238 42.609 22.063 20.25 0. .061 N.A. 0. 0. 8 1 5.822 42.609 23.121 20:25. 0. .288 N.A. 0. 0. 2 .042 42.609 23.121 20.25 P. .002 N.A. 0. 0. 3 2.801 42.609 22.063 20.25 0.. .138 N.A. 0. 0. 4 5.815 '42.609 23.121 20.25 0. .287 N.A. 0. 0. 5 .037 42.609 23.121 20.25. 0. .002 N.A. 0. 0. 6 2.794 42.609 22.063 20.25 0. .138 N.A. 0. 0. Company B.G. Structural Engineering June 4, 2011 Designer BG Job Numbers: 902.23 Trellis Base Plate' Checked By: Single Bolt: Tension Capacity (continued) LC Bolt Tens.(k) Nsa(k) Ncb(k) Non(k) Nsb(k) Unitv Seismic Load(k) Steel(in2) 9 1 2.928 42.609 23.121 20.25 0. .145 N.A. 0. 0. VcbXx k 2 9.945 42.609 23.121 20.25 , 0. .491 N.A. 0. 0. 0. 3 6.724 42.609 22.063 20.25 0. .332 N.A. 0. 0. 58.834 4 0. 42.609 23.121 20.25 0. 0. N.A. 0. 0. 31.802 5 4.973 42.609 23.121 20.25 0. .246 N.A. 0. 0. 24.342 6 1.608 42.609 22.063 20.25 0. .079 N.A. 0. 0.- 10 1 5.993 42.609 23.121 20.25 0. .296 N.A. 0. 0. 24.342 2 0. 42.609 23.121 20.25 0. 0. N.A. 0. 0. .23.634 3 2.662 42.609. 22.063 20.25 0. .131 N.A. 0. 0. .878 4 7.111 42.609 23.121 20.25 0. .351 N.A. 0. 0. 0. 5 .524 42.609 23.121 20.25 0. .026 N.A. 0. 0. 5 6 3.831 42.609 22.063 20.25 0. .189 N.A. 0. 0. 11. 1 1.146 56.813 30.828 27. 0.. .042 N.A. 0. 0. 037 2 1.15 56.813 30.828 27. 0. .043 N.A. 0. 0. 0. 3 1.2 56.813 29.417 27. 0. .044 N.A. 0. 0. 61.656 4 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 53.256 5 .0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 24.342 6 0. 56.813 29.417 27. 0. 0. N.A. 0. 0. 12 1 1.146 56.813 30.828 27. 0. .042 N.A. 0. 0. 21.894 2 1.15 56.813 30.828 27. 0. .043 N.A. 0. 0. 23.634 3 1.2 56.813 29.417 27. 0. 044 N.A. 0. 0. .632 4 0. 56.813 30.828 27. 0. 0. N.A. 0. 0. 0. .5 0. 56.813 30.828 27. 0. 0. N.A. 0: 0. 4 6 0. 56.813 29.417 27. 0. 0. N.A. 0. 0. Single Bolt: Shear Capacity 1 0. .737 23.634 24.342 31.802 14.311 31.802 LC Bolt Vx k) Vz k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k Vc k VxUnity V!Unit 31.802 14.311 31.802 61.656 0. 051- 3 0. .737 1 1 0. .737 23.634 24.342 31.802 14.311 31.802 61.656 0. ..051 2 0. .737 23.634 14.311 31.802 14.311 31.802 61.656 0. 051- 3 0. .737 23.634 21.894 38.163 19.081 53.256 58.834 0. r 039 4 0. .737 23.634 24.342 31.802 24.342 31.802 61.656 0. 031 5 0. .737 23.634 14.311 31.802 24.342 31.802 61.656 0. 031 6' 0. .737 23.634 .21.894 38.163' 26.135 53.256 58.834 0. 031 2 1 0'. .878 23.634. 24.342 31.802 .14.311 31.802 61.656 0. 061 2 0. .878 .23.634 14.311 31.802 14.311 31.802 61.656 0. -061 3 0. .878 23.634 21.894 38.163 19.081 53.256 58.834 0. 046 4 0. .878 23.634 24.342 31.802 24.342 31.802 61.656 0. 037 5 0. .878 23.634 14.311 31.802 24.342 31.802 61.656 0. 037 6 . 0. .878 23.634 21.894 38.163 26.135 53.256'. 58.834 0. 037 3 1 0. .632 23.634 24.342 31.802 14.311 31.802 61.656 0. 044 2 0. .632 23.634 14.311 .31.802 14.311 31.802 61.656 0. 044 3 0. .632 23.634 21.894 38.163 19.081 53.256 58.834 0. 033 4 0. .632 23.634 24.342 31.802 24.342 31.802 61.656 0. 027 5 0. .632 23.634 14.311 31.802 24.342 31.802 61.656 0. 027 6 0. .632: 23.634 21.894 38.163 26.135 53.256 58.834 0. 027 4 1 0. .632 23.634 24.342 31.802 14.311 31.802 61.656 0. 044 2 0. .632 23.634 14.311 31.802 14.311 31.802 61.656 0. 044 3 0. .632 23.634 21.894 38.163 19.081 53.256 58.834 0. 033 4 0. .632 23.634 24.342 31.802 24.342 31.802 61.656 0. 027 5 0. .632 23.634 14.311 31.802 24.342 31.802 61.656 0. 6 0'. 632 23.634 21.894 38.163 26.135 53.256 58.834 0. 027 RISABase Version 2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs] Page 8 Company. :: B.G. Structural Engineering ' June 4, 2011 ' Designer'. :: BG. Job Number : 902.23, 'Trellis Base Plate Checked By: Single Bolt: Shear Capacity (continued) LC Bolt Vx k Vi k Vsa k VcbXx k VcbXz k VcbZz k VcbZx k Vc k VxUnity VzUnit 5 1 0. .709 23.634 24.342. 31.802 14.311 31.802 61.656 0. .05 -2 0. .709 23.634 14.311 31.802 14.311 31.802 61.656 0. :05 3 0. .709 23.634 21.894 , 38.163 19.081 53.256 58.834 0. .037 4 0: .709 23.634 24.342 31.802. 24.342 31.802 61.656 0. .03- 5 0. .709 23.634 14.311 31.802 24.342 31.802 61.656 0. .03 6 0. .709 23.634 21.894 38.163 26.135 53.256 58.834 0. .03 6 1 .0. .709 1 23.634 24.342 31.802 1 14.311 31.802 1 61.656 0. .05 2 0. • .709 23.634 14.311 31.802 1 14.311 31.802 61.656 0. .05 3 0. .709 23.634 21.894 38.163 19.081 53.256 58.834' 0. -.037 4 0. .709. 23.634 24.342 31.802 24.342 31.802 61.656. 0. .03 5 0. ' .709 23:634 14.311 31.802 24.342 31.802 61.656 0. •.03 .6 0. .709 23.634 21.894 38.163. 26.135 53.256 58.834 0. :03 7 1 0. 1.142 17.726 18.256 23.852 10.733 23.852 46.242 0. :106 1.142 17.726 10.733 23.852 10.733 23.852 46.242 0. .106 3 0. 1.142 17.726 16.421 28.622 14.311 39.942 44.125 0. .08 4 0. 1.142. 17.726 18.256. 23.852 18.256 23.852 46.242. 0. .064 5 0. 1.142 17.726 10.733 23.852 18.256 23.852 46.242 0. .064 6 0. 1.142 17.726 16.421 28.622 19.601 39.942 44...125 0. .064 8 1 0. .275 17.726 18.256 23.852 10.733 23.852 46.242 0. .026 2 0. .275 17.726 10.733 23.852 10.733 23.852 46.242, 0.. .026 3, .0. .275 17.726 16.421 '28.622 14.311 39.942. 44.125 0. .019 4 0. .'-275. 17.726. 18.256 23.852 18.256 23:852 46.242 '0. .016,- 5 0. .275, 17.726 10.733 .23.852 18.256 23.852 46.242 • 0. .016 6 0. .275 17.726 16.421 28.622 19.601 39.942 44.125 0. .016 9 1 0. .907 17.726 18.256 23.852 10.733 23-852 46.242 0. -.085 2 0. .907 17.726 10.733 23.852 10.733 23.852 46.242 -0. .085 3 0. .907 17.726 16.421 28.622 14.3.11 39.942 44.125 0. .063 4 0. .907 17.726 18.256 '23.852 18.256 23.852 46.242 0. 051 5 0. .907 17.726 10.733' 23.852 18.256 23.852 46.242 0. .051 6 0. .907 17.726 16.421 28.622 19.601 39.942 44.125 0. .051 10 1 0. :04 .17.726 18.256 23.852 10.733 23.852 46'.242 • 0. .004 2 .0. .04 17.726 " 10.733 23.852 10.733 23.852 46.242 0. .004 3 0:. .04 17.726 16.421. 28.622 14.311 39.942 44.125 0. .003' 4 0.. .04 17.726 18.256 23.852 18.256 23.852 46.242 0: .002 5 0.' .04• . 17.726 10.733 23.852 18.256 23.852 46.242 0. .002- 6 0. . , .04 17.726 16.421 28.622 19.601 39.942 44.125 0. •.'•.002 11 1 0. .474 23.634 .24.342 31.802 14.311 31.802 61.656 0. .033 2 0. .474 23.634 14.311 31.802 14.311 31.802 61.656 •0. .033 ' 3. 0. .474 23.634 21.894 38.163 19.081 53.256 58,834 0... ".025 4 0. .474 23.634 24.342 31.802 24.342 31.802 61.656 0. .02 5 0; :474 23.634 14.311 31.802. 24.342 31.802 61.656 0. .02 6 0. .474 23.634 21.894 .38.163 26.135 53.256 58.834 0. .02 12 1: • 0. .474. 23.634 24.342 31.802 14.311 •31.802 ' •.61:656 0. .033 2 0. '.474 23.634 14.311 31.802 14.311 31.802 61.656 0. .033 . 3 0. .474 23.634 21.894 38.163 19.081 53.256 58.834 0. .025 4 07 .474. 23.634 24.342 31.802 24.342 31.802 61.656 0. .02 5 0. .474 23.634 14.311 31.802 24.342 31.802 61.656 0. .02 6 0. :474 1 '23.634 21.894 38.163 26.135 53.256 58.834 1 0. Company B.G. Structural Engineering June 4, 2011 Designer BG , Job Number : 902.23 Trellis Base Plate Checked By: Single Bolt: Shear Capacity Seismic & Reinforcement LC 'Bolt Vx W Vz lkl VxUnity VzUnity V)(-Sei Vic-L/kl VY-Stlin9l V7-Sai V7-1 (kl \/7 St/in9) 1 1 0. .737 0. .051 N.A. 0. 0. N.A. 0. 0. 2 0. .737 0. .051 N.A. 0. 0. N.A. 0. 0. 3 0. .737 0. .039 N.A. 0. 0. N.A. 0.. 0. 4 0. .737 0. .031 N.A. 0. 0. N.A. 0. 0. 5 0. .737 0. .031 N.A. 0. 0. N.A. 0: 0. 6 0. .737 0. .031 N.A. 0. 0. N.A. 0. 0. 2 1 0. .878 0. .061 N.A. 0. 0. N.A. 0.• 0. 2 0. .878 0. .061 N.A. 0. 0. N.A. 0. 0. 3 0. .878 0. .046 N.A. 0. 0. N.A. 0. 0. 4 0. .878 0. .037 N.A. 0. 0. N.A. 0.- 0. 5 0. .878 0. .037 N.A. 0. 0. N.A. 0. 0. 6 0. .878 0. .037 N.A. 0. 0. N.A. 0. 0. 3 1 0. .632 0. .044 N.A. 0. 0. N.A. 0. 0. 2 0. .632 0. .044 N.A. 0.. 0. N.A. 0. 0. 3 0. .632 0. .033 N.A. 0. 0. N.A. 0. 0. 4 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 5 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 6 0. .632 0. 027 N.A. 0. 0. N.A. 0. 0. 4 _ 1 0. .632 0. .044 N.A. 0. 0. N.A. 0. 0. 2 0. .632 0. .044 N.A. 0. 0. N.A. 0, 0. 3 0. .632 0. .033 N.A. 0. 0. N.A. 0. 0. 4 0. ..632 0. .027 N.A. 0. 0:. N.A. 0.. 0. 5 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 6 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 5 1 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 2 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 3 0. .709 0. .037 N.A. 0. 0. N.A. 0. 0. 4 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 5 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 1 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 2 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 3 0. .709 0. .037 N.A. 0. 0. N.A. 0: 0. 4 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 5 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 7 1 0. 1.142 0. .106 Ductile 0. 0. N.A. 0. 0. 2 0. 1.142 0. .106 Ductile 0. 0. N.A. 0. 0. 3 0. 1.142 0. .08' .Ductile 0. 0. N.A. 0. 0. 4 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 5 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 6 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 8 1 0.. .275 0. .026 Ductile 0. 0. N.A. 0.- 0. 2 0. .275 0. .026 Ductile 0. 0.• N.A. 0.. 0. 3. 0. .275 0.. .019 Ductile 0. 0. N.A. .0. 0. . 4 0. .275 0. .016 Ductile 0. 0. Ductile 0. 0. . 5 0. .275 0. .016 Ductile 0. 0. Ductile '0.. 0. 6 0. .275 0. .016 Ductile 0. 0. Ductile 0. 0. 9 1 0. .907 0. .085 Ductile 0. 0. N.A. 0. 0. 2 0. .907 0. .085 Ductile 0. 0. N.A. 0. 0. 3 0. .907 0. .063 Ductile 0. 0. N.A. 0. 0. 4 0. .907 U. RISABase Version.2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs] Page 10 .051 Ductile 0. 0. Ductile 0. 0. 5. 0. .907 0. .051 Ductile 0. 0. Ductile 0. 0. 6 0: .907 0: .051 Ductile 0. 0. Ductile 0. 0. 1 1 0. .737 0. .051 N.A. 0. 0. N.A. 0. 0. 2 0. .737 0. .051 N.A. 0. 0. N.A. 0. 0. 3 0. .737 0. .039 N.A. 0. 0. N.A. 0.. 0. 4 0. .737 0. .031 N.A. 0. 0. N.A. 0. 0. 5 0. .737 0. .031 N.A. 0. 0. N.A. 0: 0. 6 0. .737 0. .031 N.A. 0. 0. N.A. 0. 0. 2 1 0. .878 0. .061 N.A. 0. 0. N.A. 0.• 0. 2 0. .878 0. .061 N.A. 0. 0. N.A. 0. 0. 3 0. .878 0. .046 N.A. 0. 0. N.A. 0. 0. 4 0. .878 0. .037 N.A. 0. 0. N.A. 0.- 0. 5 0. .878 0. .037 N.A. 0. 0. N.A. 0. 0. 6 0. .878 0. .037 N.A. 0. 0. N.A. 0. 0. 3 1 0. .632 0. .044 N.A. 0. 0. N.A. 0. 0. 2 0. .632 0. .044 N.A. 0.. 0. N.A. 0. 0. 3 0. .632 0. .033 N.A. 0. 0. N.A. 0. 0. 4 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 5 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 6 0. .632 0. 027 N.A. 0. 0. N.A. 0. 0. 4 _ 1 0. .632 0. .044 N.A. 0. 0. N.A. 0. 0. 2 0. .632 0. .044 N.A. 0. 0. N.A. 0, 0. 3 0. .632 0. .033 N.A. 0. 0. N.A. 0. 0. 4 0. ..632 0. .027 N.A. 0. 0:. N.A. 0.. 0. 5 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 6 0. .632 0. .027 N.A. 0. 0. N.A. 0. 0. 5 1 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 2 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 3 0. .709 0. .037 N.A. 0. 0. N.A. 0. 0. 4 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 5 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 1 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 2 0. .709 0. .05 N.A. 0. 0. N.A. 0. 0. 3 0. .709 0. .037 N.A. 0. 0. N.A. 0: 0. 4 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 5 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 6 0. .709 0. .03 N.A. 0. 0. N.A. 0. 0. 7 1 0. 1.142 0. .106 Ductile 0. 0. N.A. 0. 0. 2 0. 1.142 0. .106 Ductile 0. 0. N.A. 0. 0. 3 0. 1.142 0. .08' .Ductile 0. 0. N.A. 0. 0. 4 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 5 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 6 0. 1.142 0. .064 Ductile 0. 0. Ductile 0. 0. 8 1 0.. .275 0. .026 Ductile 0. 0. N.A. 0.- 0. 2 0. .275 0. .026 Ductile 0. 0.• N.A. 0.. 0. 3. 0. .275 0.. .019 Ductile 0. 0. N.A. .0. 0. . 4 0. .275 0. .016 Ductile 0. 0. Ductile 0. 0. . 5 0. .275 0. .016 Ductile 0. 0. Ductile '0.. 0. 6 0. .275 0. .016 Ductile 0. 0. Ductile 0. 0. 9 1 0. .907 0. .085 Ductile 0. 0. N.A. 0. 0. 2 0. .907 0. .085 Ductile 0. 0. N.A. 0. 0. 3 0. .907 0. .063 Ductile 0. 0. N.A. 0. 0. 4 0. .907 U. RISABase Version.2.03 [S:\JOBS\BG\902.23-Coker Solar\Trellis.rbs] Page 10 Company B.G. Structural Engineering' . June 4, 2011 Designer BG . Job Number : 902.23 Trellis Base Plate Checked By: Single Bolt: Shear Capacity Seismic & Reinforcement (continued) LC Bolt Vx k Vz k VxUnity VzUnity Vx-Sei Vx-L k Vx-St int Vz-Sei Vz-L k ' Vz-St int 10 1 0. .04 0. .004 Ductile 0. 0. N.A. 0. 0. 2 0. .04 0. .004. Ductile 0. 0. N.A. 0. 0. 3 0. .04 0. .003 Ductile 0. 0. N.A. 0. 0.- 4 0. .04 0. .002 Ductile 0. 0. Ductile 0. 0. 5 0. .04 0. .002 Ductile 0., 0. Ductile 0. 0. 6 ,0. .04 0. .002 Ductile 0. 0. Ductile 0. 0. 11 1 0... .474 0. .033 N.A. 0. 0. N.A. 0. 0. 2 0. .-..474 0. .033 N.A. 0. 0. N.A. 0. 0: 3 0. .474 0. .025. N.A. 0.. 0. N.A. 0. 0. 4 0. .474 0. .02 N.A. 0. 0. N.A. 0. 0. 5 0. .474 0. .02 N.A. 0.. 0. N.A.: 0. 0. •6 0. .474 0.. .02 N.A. 0. 0. N.A. 0... 0. 12 1 0. .474 0. .033 N.A: 0. 0. N.A. 0. 0. 2 0. .474 0. .033 N.A. 0. .0. N.A. 0. 0. 3 0. .474 0. .025 N.A. 0. 0. N.A. .0. 0. 4 0. :474 - 0. .02 N.A. 0. 0.1 N.A. 0. 0. .5 0. .474 0. .02 N.A. 0. 0. N.A. 0. 0. 6 0. .474 0. .02 N.A: 0. 0. N.A.. 0. 0. Single Bolt: Combined Tension and Shear Capacity LC Bolt Nn(k). Vnx k Vnz k SRSS Interaction 1 1 27. 23.634 14.311 .118 N.A. .2 27. 14.311 14.311 .118' N.A. ..3 27.. 21.894 19.081 .108 .. N.A. 4 27.. 23.634 23.634 .031- N.A. 5 27. 14.311 23.634 .031 N.A. 6 27. -21.894 23.634 .031. N.A. 2 1 27. 23.634 14.311 .143 N.A. .2 27. 14.311 1.4.311 .143 N.A. 3 27. 21.894 .19.081 .132 N.A. 4 27. 23.634 23.634 :037 N.A. 5 27. 14.311 23.634 .037 N.A. 6 27. 21.894 23.634 .037 N.A. 3 1 27. 23:634 14.311 .101 N.A. 2 27. 14.311 14.311 .101 N.A. 3. 27. 21.894 19.081 .092 N.A. 4 27, 23.634 23.634 .027 N.A. 5 27. 14.311 23.634 .027 N.A. 6 27. 21.894 23.634 .027 N.A. 4 1 .27. 23.634 14.311 .101 N.A. 2 27. 14.311 14.311 ..101. N.A. . 3 1 27. 21.894: 19.081 .092 N.A. 4 27. 23.634 23.634. .027 N.A. .5 27. .14.311 23.634 .027 N.A. 6 27.. 21.894 21634 .027 N.A. 5 1 , . 27. 23.634 14.311. .114 ' N.A. 2 27. 14.311 14.311.. .114 N.A. 3 27. 21.894 19.081 .105 N.A. 4 27. 23.634 23.634 .03 N.A. 5 27. 1.14.311 23.634 .03 N.A. 6 27. 1 21.894 23.634 .03 N.A. 6 1 27.. 23.634 14.311 .114 N.A. 2 27. 14.311 14.311 .114 N.A. ' 3'. 27. 21.894 19.081 .105 N.A. 4 27. 23.634 23.634 .03 N.A. 5 .27. •14.311 23.634 .03 N.A. 6 27.*'-' -21.894 23.634 .03 N.A. 7 .1 20.25 17:726 10.733 .287 N.A. . 2 20.25 10.733 10.733 .607 N.A. 3 20.25 16.421 .14.311 .435 N.A. 4 . 20.25 17.726 17.726 .064 - N.A. 5 20.25 '10.733 17.726 .275 N.A. 6 20.25 16.421 17.726 .126 N.A. 8 1 20.25 17.726 10.733 .313 N.A. 2 20.25 10.733 1 10.733 .028 N.A. - 3 20.25 16.421 14.311 .158 N.A. 4 20.25 17.726 17.726 .303 N.A. 5 20.25 10.733 17.726- .017 N.A. 6 20.25 16.421 17.726 .154 N.A. '9 1 20.25 17.72.6 10.733 .229 N.A. 2 20.25' 10.733 10.733 .576 N.A. 3 20.25. 16.421 14.311 .395 N.A. 4 20.25 17.726 17.726 .051 N.A. 5' ••20.25 10.733 17.726 .297 N.A. 6 - 20.25 16.421 17.726 .131. N.A. 10 1 20.25 17.726 10.733 .3 N.A. 2 20.25' 10.733 10.733 .004 N.A. 3 20.25 16.421 14.311 .134 N.A. 4 20.25 17.726 17.726 .353 N.A. .5 20.25 10.733 17.726 .028 NA. 6 .20.25 16.421 17.726.. .191 N.A. 11 1 ` 27. 23.634 14.311 .076 N.A. 2 • 27. 14.311 14.311 .076 N:A. 3 27. 21.894 19.081 .069 N.A. 4 27: 23.634 23.634 .02 N.A. 5. 27. 14.311 23.634 .02 N.A. 6 27. 21.894 23.634 .02 N.A. 12 1 27.. 23.634 14.311 .076 N.A. 2 27. 14.31.1' 14.311 .076 N.A. ' 3 27. 21.894 1 19.081 .069 N.A. . 4 27. 23.634 23:634 ..02 N.A. 5 27. 14.311 23.634 .02 N.A. 6 27. 21.894 23.634 .02 N.A. S-1 +Vz Full 1, 2, 3, 4, 5, 6 52.389 0.. Nr Edge 1, 2, 3 0. 0. SideFull 1,4 6.729 340.875 SideNr 1 . S-2 -Vz Full 1, 2, 3,-4, 5, 6 3 -. T-1 Nr Edge 4, 5, 6 340.875 52.389 SideFull 1,4 N.A. 0. SideNr 4 S-3 ' +Vx Full 1, 2, 3, 4, 5, 6 0. .089 Nr Edge .1, 4 0. 5 SideFull 1, 2, 3 340.875 52.389 SideNr S S-4 -Vx Full - 1, 2, 3, 4, 5, 6 T-1 5.31 Nr Ed a 2,5 0.. • .101 SideFull 1, 2, 3 0. 7 SideNr 12 1 26.479. Anchor Bolt Group Pullout. Capacity Results Note: All capacities shown include phi factors Group Bolt: Tension Capacity LC Group Tens.(k) Nsa(k) Ncb k Nsbg(k) Unity Seismic Load(k) Steel in 1 .. T-1. 5.445 340.875 52.389 0.. .104 N.A. 0. 0. 2 T-1 6.729 340.875 52.39 0. .128 N:A. 0. 0. 3 -. T-1 4.665 340.875 52.389 0. .089 N.A. 0. 0. 4 3-1' 4.665 340.875 52389 0. .089 N.A. 0. 0. 5 T-1 5.31 340.875 52.389 0. .101 N.A. 0. 0. 6 T-1 5.31 340.875 52.389 0.. • .101 N.A. 0. 0. 7 T-1 1 26.479. 255.656-1. 27.931 0. .948 N.A. I 0.... 0. -8 T-1 1 .17.312 255.656.1 27.577 0. .628 N.A. 0. 0. .9 T-1 26.177- 255.656 .28.403 0. .922 N.A. • 0. 0. 10 T-1 20.122 255.656 29.803 0. .675 N.A. 0. 0. 11 T-1 3.495 340.875 52.389 0. .067 N.A. 0. 0: 12 T-1 3.495 340.875 52.389 .0. .067•' N.A. 0. 0. Shear Groups: Shear Capacity- IC apacityLC Gr. Type Failure Vx k Vz k Vsa k Vcb Xx k Vcb Xz k Vcb Zz k Vcb Zx k Vc k VxUnity Vztlnit 1 S=1 +Vz Full 0. 4.421 141.804. 0. 0. 1 23.739 1 41.632 104.778 N.A. .186. Nr Edge 0. 2.211 70.902 - 0. 0. 1 18.734--1 42.933 64.0311-N.A. .118 2 S-1 +Vz• . Full. 0. 5.27 141.804 0. 0. 23.739 41.632 104.779 N.A. .222 Nr Ede 0. 2.635 70.902 0. 0. 18.734 42.933 64.032 N.A. .141 Company B.G. Structural Engineering Designer BG Job Number :.902.23 S-1 Trellis Base Plate Full 0. 4.421 June 4, 2011 Checked By: Shear Groups: Shear. Capacity (continued) LC Gr 'Type Failure Vx k Vz k Vsa k VcbgXx k Vcb Xz k VcbgZz k Vcb Zx k Vcpg(k) VxUnity VzUnity 0. 3 S-1 +Vz Full 0. 3.79 141.804 0. 0. 23.739 41.632 104.778 N.A. .16 0. 0. . 2 Nr Edge 0. 1.895 70.902 0. 0. 18.734 42.933 64.031 N.A. .101 0. 4 S-1. +Vz Full 0. 3.79 141.804 0. 0. 23.739 41.632 104.778 N.A. .16, N.A. Shear Groups: Seismic& Reinforcement Results LC Gr Type Failure Vx k Vz k VxUnity VzUnit Vx-Sei. Vx-L(k) Vx-St int Vz-Sei Vz-L(k) Vz-St in2 1 S-1 +Vz Full 0. 4.421 N.A. .186 N.A. 0. 0.1 N.A. 0... 0. Nr Ede 0. 2.211 N.A. .118 N.A. 0. 0. N.A. 0. 0. . 2 S-1 +Vz Full 0. ..5.27 N.A. .222 NA. 0. 0. N.A. 0. Nr Ede 0. 1.895 70.902 0. 0. 18.734 42.933 64.031 N.A. .101 5 . S-1 +Vz Full 0. 4.252 141.804 0. 0. 23.739 41.632 104.779 . N.A. .179 Nr Ed a 0.- 2.126 7.0.902 0. 0. 18.734 42.933. 64.031 N.A. .113 6 S-1 I +Vz Full 0. 4.252 1 141.804 0. 1 0. 23.739 41.632 104.779 N.A. .179' Nr Edge 0. 2.126 •70.902 0. 0. 18.734 42.933 64.031 N.A. .113 . 7 S-1 +Vz Full 0. 6.852 106.353 0. 0. 17.804 31.224 55.863 N.A. .385 Nr Ede 0. 3.426 53.177 0. 0. 14.051 32.2 40.161 N.A. .244 8 S-1 +Vz Full 0. 1.652 106.353 0. 0. 17.804 31.224 55.153 N.A. .093 Nr Ede 0. .826 53.177 0. 0. 14.051 32.2 33.736 N.A. .059 9 S-1 +Vz Full 0. 5.442 106.353 0. 0. 17.804 31.224 56.805 N.A. .306 Nr Edge 0: 2.721 53.177 0. 0. 14.051 32.2 39.139 N.A. .194 . 10 S-1 +Vz . Full 0. .242 106.353 0. 0. 17.804 31.224 1 59.606 ' N.A. .014 Nr Edge 0. 121 53.177 0. 0. 14.051 32.2 _ 42.81I N.A. .009 11 S-1 +Vz Full 0. 2.842 141.804 0. 0. 23.739 41.632 104.773 N.A. .12 -9 Nr Edge 0. 1.421 70.902 0. 0. 18.734 42.933 64.031 N.A. .076 12 S-1 +Vz Full 0. 2.842 141.804 0. 0. 23.739 41.632 104.77.3 N.A. .12 Nr Edge 0. 1.421 70.902 0. 0. 18.734. 42.933 .64.031 N.A. .076 Shear Groups: Seismic& Reinforcement Results LC Gr Type Failure Vx k Vz k VxUnity VzUnit Vx-Sei. Vx-L(k) Vx-St int Vz-Sei Vz-L(k) Vz-St in2 1 S-1 +Vz Full 0. 4.421 N.A. .186 N.A. 0. 0.1 N.A. 0... 0. Nr Ede 0. 2.211 N.A. .118 N.A. 0. 0. N.A. 0. 0. . 2 S-1 +Vz Full 0. ..5.27 N.A. .222 NA. 0. 0. N.A. 0. 0.. Nr Edge . 0. 2.635 N.A. .141 N.A. 0. 0. N.A. 0. 0. 3 S-1 +Vz . Full 0. 3.79 N.A. 16 N.A. 0. 0. N.A. 0. 0. Nr Ede 0. 1.895 N.A. .1.01 N.A. 0. 0. N.A. 0. 0. 4 S-1 +Vz Full '0. 3.79 N.A. .16 N.A. 0. 0. N.A. 0. 0. Nr Edge 0. 1.895. N.A. .101 N.A. 0. 0. N.A. 0. 0. . 5 S-1 +Vz Full 0. 4.252 N.A. .179 N.A. 0. 0. N.A. 0. 0. Nr Ede 0. 2.126 N.A. .113. N.A. 0. 0. N.A.- 0. 0. 6 S-1 +Vz Full 0. 4.252 N.A. .179 N.A. 0. 0. N.A. 0. 0. _Nr Ede 0. 2.126 N.A. .113 N.A. 0. 0. N.A. 0. 0. 7 S-1 +Vz Full 0. 6.852, N.A. .385 N.A. 0. 0. N.A. 0. 0. Nr Ede 0.. 3.426 N.A. .244 N.A. .0. 0. N.A. 0. 0: 8 S-1 +Vz' Full 0. 1.652 N.A. .093 N.A. 0. 0. N.A. 0. 0. Nr Edge 0. .826 N.A. .059 N.A. 0. 0. N.A. 0. 0.- S-1 +Vz I Full 0. 5.442 N.A. .306 N.A. 0. 0. N.A. 0. 0. -9 Nr Ede 0. 2.721 N.A. .194 N.A. 0. 0. N.A. 0. 0. 10 S4 +Vz Full 0. .242 N.A. .014 N.A. 0. 0. N.A.. 0. 0. Nr Edge 0. .121 N.A. .009 N.A. 0. 0. N.A. 0, 0. 11 S-1 +Vz Full 0. 2.842 N.A. .12 N.A. 0. 0. N.A. 0... 0. . Nr Ede 0. 1.421 N.A. .076 N.A. 0. 0. N.A. 0. 0. 12 S-1 +Vz Full 0. 2.842 N.A. .12 N.A. 0. 0. N.A. 0. 0. Nr Edge 0. 1.421 N.A. .076 N.A. 0. 0. N.A. 0. 0. Printed: 4 JUN 2011, .2:22PM <rK - �:,. :.. �. ,+ .,•, �'rt �a. ;:y. ii 5 :nx Fnf $- + k Y ,. ,,�.,.!'�: :.�. sn•n ''.k^;`f+ U.1ENERCALC INC;19H3-20tBuild:6112"" Y, Description : Coker Solar " GBrl2fal IOfOfrl7aLl6ff r Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 _. Pole Footing Shape Circular Footing Diameter .............. 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................... 250.0 pcf Max Passive .................. .. 1,500.0 psf Sol) Surface No lateral restraint fn Footing Diameter = T-0" ':x:,:.,=-n.:_.,n•r==•:;-m.;:.:x,;s=:r:�::a.:_=_:�:;;:=:r.=;:ss-:;:;,.,.,;_;.::::�:..z::::s�.n.::.!;:.r::�.x::::n�::y-:M:::�:.::.:„�:: Applied Loads_ 4.1 0.0 . _..._ . x �'I x 1.000 . +D+0.750Lr+0.750L+H Lateral Concentrated Load 0.00.13 Lateral Distributed Load Applied Moment Vertical Load D : Dead Load 3.158 k k/ft k -ft 8.617 k Lr: Roof Live 0.9257 k k/ft k -ft " 2.166 k L: Live k k/ft k -ft k •• S: Snow, k , . k/ft k -ft k W: Wind k k/ft.. k -ft k E : Earthquake ' 2.60 k k/ft 27.30 k -ft 0.7360 k H : Lateral Earth k k/ft k -ft k ; Load distance above 1.000 TOP of Load above ground surface • ground surface ft ft BOTTOM of Load above ground surface � � ft `I'r rrr f Load Cornbination Results K .t+ x +, h+ +� •'"'4.:' .ii; �1.oatl°Eomhlnatiore5 .�� yy ✓ F'N+P!y'x7 x-�-� a �-�1" � IG'r' �� 4, 4 Forces @ Gro' d.'Surface '°a tozds !kl' �. W «,Moments�fft-kl ReGUlred 44 ; 'q :..O'Wf i4h=•(ftl- <: t Pressure at,1/3 Depth 4' t Soil Inaea§65 ` • -. Sx t ft h •hg,� bp' s� y ", ' • _ +Actual-rncf •` rAllnur=.loco. Fa�tnr"€ +D+Lr+H 4.1 0.0 0.13 0.0 0.0. 1.000 . +D+0.750Lr+0.750L+H 3.9 0.00.13 0.0 0.0 1.000 +D+0.70E+H 5.0 19.1. 8.38 695.9 697.4 1.000 +D+0.750Lr+0.750L+0.750W+H 3.9 0.0 '0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+0.5250E+H " 5.2 14.3 8.25 680.0 6813: 1:000 +D+0.750L+0.750S+0.5250E+H 4.5 14.3 7.88 651.1 651.2 1.000 ' +0.60D+0.70E+H 3.7 19.1. 7.75 644.6' 645.6 1.000 Display, Se6tiohs'forMember Calcs :. 5 .IVlemberCalcs IVIax.Irifernal Sections'fdr; Include Shear Deformation. Yes . ,. .. _.._,_.,:. ,"n r"-'n>av r.� F ,b :Include�UVar inZ �, �TY.es • Area Load Mesh in^2 144 ;Mer eTolerance,in 12 .wk�ywz P -Delta Analysis Tolerance .10.50% ; - �Uertical�Axis�;��...=.� Global Member Orientation Plane I XZ: . Hot Rolled. Steel Code AISC 13th 360-05 : LRFD Direct Anal si �Col.d. Formed; Steel,Code 10 AI:SI^1,999. ASD, Wood Code .. AF&PA NDS -97: ASD . Wood�T:em erature • :. y < 100E"" ' ; " � y Concrete Code ACF318-02 Mason Code AOR5.30.051,08t Afuminum Code : 'AA ADM1-05: ASD Number of She Re ions . 4 . '. iRe 'ion; acr gH-h- ement " in ,. , ..4 ,moo Biaxial Column Method PCA Load Contour Parm.e.BetafFactorF, FICA ` 'Concrete Stress Block Rectangular UseCke acdYS`ection"s: s ;' . , Ye's Bad Framing Warnings'.. No. ;Unused°:ForceWarnin N %EMd'Red, Seismic -Code. `'^ UBC 1997 SeisrniczBasf;ao;ne.. .Enfered, . Ct X .035 - T X sec - . Not Entered . N %EMd'Red, w1-iftm%s R X..: 8:5 CtExp. X.. Ca . °.., 36 Cv ;. "; .. . ... " 5„4 Nv. . 1 SDS . 1 Occu'anc Code: 4 ;Seism."'icZone.: " ” ... :. . �3......<: n. Use Group', lJ e,Gr.'avit ,zS.elfWtin�;Dia hra m:MassYes ' .' :. _,._ ..E:Known Use. Deck Self Wt`in Dia hra m Mass Yes MLateral Self UUt ifflDi5 hra m Mass : Yes -`�'� g��J ' Seismic. Detailing Code None . Om. Z 1 Footing Overturnin Safety -Factor 1:5 Check -Co` Kdrefe,B'in' .. ,E ter:' x .a s'; :i4-.— Self Wt Overburden in DL for. Design Yes • ait' VHv r %jS V ' A �!: ,i1fiP .'X .2 b':•vs iY.x r.i '—.�` Foofin :::Concrete Wei'. ht :.��v:1.45,.k/ft 3�._. ,. Footing Concrete f _ 3 ksi Footin wConcrefe:Ec.aYr�...�:40:OO.ksi.W� r Footing Steel fy 60.ksi " Mirnmiain Steep," �0 001:8 ,WIN,��`4. Maximum Steel 0.0075 Fbbtln;. To Ba � Z i ` x� :#, MO Footinq Top Bar Cover. 3.5 in, , • •• . Eootln �Bottom��Bar� . �O_ Footin'q Bottom Bar Cover 3:5 in Pedestal Bar Cover . 1.5 in General Material -Properties Label E ksi ' G ksi Nu Therm' \1 E5 -F) Densit k/ft^3 1 'en Conc3NW 3155 ::' ,:1372 .:. 15 6 .. .145 .. 2 en ._Co c4N.W.,�s �3644''1t584n ��1:5 'Y' 614°5:. :. '. °1.2 ... 3 en Conc3LW . ' 2085 906' _ 15 29000.- 11154-,' 4 . y:.. en.. MnAffWO :. 24`08 , `NMI;A47. .. _8=M . , •.`. 1:2.' ,. 11`.,. 5 err'Alum 10600 - ._ : .4077. ..3-- Y- 1.29. .173` .. -. ��. 2900`0m m: "' 1r1,1,54U A 65 9M 49 • 7 : m ... : ' . RIGID - 1e+7•.. .-" * -,0: . . , ..0 a:.._ -. .' 0 Hot Rolled Steel Properties. ' Label E ksi . G Iksil Nu • Therm AlE..Densit k/ft..:. Yieldfksil R� Fu ksi Rt .:1 - . A36 Gr.36 29000 ' 11154.., 3 .65 .49 � 36 1.5;. - 58 :. '. °1.2 ... �2" A572 Gr` 5r0 2900:0, 111'.54 3' �65 � 49 SO MEONE, EX58,:M.1 2 .3 - , •. '..' M02- .,:. 29000.- 11154-,' :3 .65' .: :°A9: .50 • :1.-1.: 58 . , •.`. 1:2.' ,. MA 2�G, BM`8�eamlLVid'er Flan'eA57 50 T ical i_ _ ..3" 65'x X... =. - 4 U, W. 4 _. 1,:3..:' '. 7 .. .:. 1�1 5-_; .."A500 6r.46 = = 29000 -.11154. •`.3-, '.".65-- .49-. 46 11.: ,`,`58---; :; 1:1 .', -Member Primary Data Label I Joint J `Joint -KJ64 Rotate de...Section/Sha e T e Design List . Material -Desi 'Rules n " 1 . :M1 `N1 'N4 BM Beam' '. Wide Range'. ' A572 Gr.50 .`T . ical ' 2M2'N7N5� 2�G, BM`8�eamlLVid'er Flan'eA57 50 T ical M3 N8 N6 :. BM Beam . '' Wide Flan e` . A572 G�.5o :.T ical' RISA-31)Version 9.1.0: ', [S:\JOBS\BG\902.237Coker Solar\Frame.1e:r3d] Faget ;, ?N� UMN N -Wt U6 M; R-4,IX M4V " �0;: am RE e M 1,*.-,�z M5 N5-,,, N6 BIV12: Beam Tube A500-Gr.46 Tybidal 66 W S�� 6— 1 . .!I. N' 2:1.:-�" A -0T u Ed' 6. M6F N IN` x SRI 9 M Nq 9M MI VN8 -7 M7 N1 '1N7 BM2 Beam Tube: A500:GrA6 Typical Iff �=`*, S wyZZANISNow-Affie, :sem50301-RE-0 %NNW 9"URRM W�� M089i 9 mg N4 BIV12- Beam Tube A500 Gr.46 Y fk/inl Z rk/in] X Rot. k-' acll Z -0 w W&W No 10001,c66135 -saRb- -A 7; no ::V11". t � N4-. I N10 I ' ' - 1'" 1 'COL'. - I Column L Wide Flange A572 Gr.50 N9= y6s Member Advanced Data Label I kele6se J Release I Offset in J Offset in T/C OnIPhvsical TOM InaceSeismic Design , � o I.." A mv-. I.. 1 1. � � . .. . w�. , .. . � . 1. 1 1 . .. . - yes, 1. 1 . .. : .,:: None�_ R R es-UNA I RNM 66 M3.:BenPINBenPIN None 1.:2 1.2 ON W. =1 MI. w1w i, WEEM Iff �=`*, S wyZZANISNow-Affie, M5 'y OW -RIZErUR 9111ftLateral Yes N6he' Y fk/inl Z rk/in] X Rot. k-' acll Y Rot: k-ft/radl -Z RbUk-ft/radl Footin .7' M7'.*,- N9= y6s None-",: 8., Reaction ryes ,. 'None I- Reaction.,_ ..'9'" ;Yes Nbri6' w -I ww-M.-j I rp, N Ilk W, WE I �§W r _1 S 11 M 11 J- Nes. fWW an 4, Joint Coordinates tes and Temperatures Ri8A'3D Version 9.1.0[S:\J0BS\BG\002.23-00ker Sola'r\Frame7' e.r3d]: Page 3"' 7 34.5 ' '18 -:18. 1.2 1.*2 YesYes' Lateral M ':.BM. :116.5, 815'. '-8.25- 1.:2 1.2 Joint Bou'nd6N C6nditi6ns, - 7 W—FRARRU'ar W__ BOOM S 1110 W I 9 , MERKSM-04511110-1 T. 'y OW -RIZErUR 9111ftLateral 5 ' -- Joint Label X [k/inl Y fk/inl Z rk/in] X Rot. k-' acll Y Rot: k-ft/radl -Z RbUk-ft/radl Footin N9= Reaction' :M7.*.- =-"BIVIZ-. 1.1:667 Reaction Reaction Reaction Reaction I- Reaction.,_ ..'9'" -: M9 BIV12- 11:667 1.2 1.2 1 OMRa�t6=WMM I I WI UMR9aEf15WRraE " M fWW an aRS, ;Hot Rolled Steel DesignParameters_ Label Shaoe Len t.:: Lbvvfftl' Lbzz[ftl LCOMD to.. Lcomp bot ft `K.v' Kzz m-vv'Gm-±z Cb v swa\�6\�avFunction Ri8A'3D Version 9.1.0[S:\J0BS\BG\002.23-00ker Sola'r\Frame7' e.r3d]: Page 3"' 7 34.5 ' '18 -:18. 1.2 1.*2 YesYes' Lateral M ':.BM. :116.5, 815'. '-8.25- 1.:2 1.2 Yes Yes I Lateral 7 W—FRARRU'ar W__ BOOM S 1110 W I 9 , MERKSM-04511110-1 T. 'y OW -RIZErUR 9111ftLateral 5 ' -- - 'IVIS BIV12, .18 1.2 1.2 Yes Yes. Lateral � 6 BM SI 4. 1 s IP5teral, 7 :M7.*.- =-"BIVIZ-. 1.1:667 4% 1.2 Yes' Yes Lateral NUMMM ROM RMOMMIMMMMMM RIM EMOW =11 NO ffa ..'9'" -: M9 BIV12- 11:667 1.2 1.2 Yes Yes lateral Ri8A'3D Version 9.1.0[S:\J0BS\BG\002.23-00ker Sola'r\Frame7' e.r3d]: Page 3"' 7 z Company : ' B.G. Structural Engineering Designer ' ' :` : BG : Job Number" 902.03 Solar:Trellis Y' -.011-:033 June 4. 2011 2:12 PW Checked By 9:068_ HotRolled Steel Design Parameters (Continued) �;•:&.. : MM k�: ;=;'•�T;r"'�. .. •r.{ ,� ., s', .•., ': 1l s$•' # +.s : ....�� •� :. ccs : a 4�#�4a' '�` k,J�g 6>,ia. pz� A qkr. �P� ".'t Label: Sha6e'- Len L.'. Lb ft` - Lbzz ftLcomp to.::Lcom bot ft " Kvv Kzz Cm- Cm-zz Cb swa 'swa Function -.076. .10'V1, .0 .COL05: .:. ...x.:{ : .k.; Yr�°'��p��y'�e�,g .,a �:.i' F•`:•'a;',: I.. .. .., r:->;'��y� :.�.... � . .{. .�A';;h:>: 'v: + `!�`�025:4L:t..v�•: #%r.-�j�r. ��.�S:i:':•4 _. ?�'�•'��¢,< •�. {.;t • � 1:•':^� '. 3:. 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Max Flex ... Shear Bar Les per Stirru - To Column Co... Bottom Coverrinl Side Cover in r. 1 Tvgical'° #5 #10.: #4 2 1.5 1.5 1.5 joint -Loads and Enforced Displacements Joint Label' '. L D M Direction ` Ma nitude k k -ft' in rad k's^2/f ... 'No Data to Print ... Member Point Loads Member Label Direction �Mnnitudefk,k-ftl Location ft "° No Data to Print Member Distributed Loads(BLC 1::"DL). • Member Label Direction'. • -Start Magnitudefk/ft... End Magnitudefk/h,d::. `:StartLoca6onlft%1 :End Locatiorifft °Lal .Member. Distributed_ Loads (BLC 7: BLC.1 Transient Area Loads): Member Label Direction Start Ma nitude k/ft ... End Ma nitude k/ft d... Start Loca-ionrft.%i End Location ft %° 1:- M1 Y' -.011-:033 9:068_ . 9.886ME �;•:&.. : MM k�: ;=;'•�T;r"'�. .. •r.{ ,� ., s', .•., ': 1l s$•' # +.s : ....�� •� :. ccs : a 4�#�4a' '�` k,J�g 6>,ia. pz� A qkr. �P� ".'t ' '''�:`p .: ;BA'�,�"� :g• AI�Ia {e. ;t$� ..i.., . � - .:ev .. A �e:: "•A• -:054. -.076. 10.705 11.523 .. . .:. 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M11 HSS8X8X8 :215 1 0 1 .025 0 505.59,605.622,140.524,140:524 2.171 H1 -1b Materiai Takeoff Material Size Pieces Len th ft Weigh ff 1 - Hot Rolled Steel 2�A5OMM _. nHSS1fi4X4X6 >: `• ;k.: �.�6`ia ° . 827 �3 -3 3 A572 Gr.50 HSS8X8X8 2 21 1 5 Total HR Steel 11 171.2 -8.9 1;,;, :N1-. `" ` max .244 13:' ' " : 0 5.,,. -.798 114, 9.417e=3 14 5:924e-5 14 4.954e-4 6" x:1.5{" r005', 12798>.16'=9:4:1.3e316s"5.05e=520-4996'e 3 X12' 3.' N2 max ,244 1,3 ' .019' 6 .8 - 14 9.406e-3 1-4 1.342e-4 16 ..3.189e-5 5` 402e"34;8 6e, 3 I1: 2>' 5 ' : N3 . • max .243 13 .019 • 5 8 • 14'" 9.402e-3 14 1.342e4 14, 4:306e-3 12 ' MHO, tom..,' �`* " 01158'04.. � "` .8 16 9 4.06e 3 16,'.-1 333e "4 20:°.-3 189e_5: €6r 6�min.244r�.-.527� 7, - :' N4:" _ max .242 13 0 . 6 ' 798. 14 9.4.13e-3 14 .5.124e-5 16 4:996e-3 12 anINIM. WWI x°`'"2.44 x. 1.M WU MM 04 M gM7.e."3' 1%1 5!05e 5' I.8' ..4:954e 4 5� 9,.: i= N5 max .244 ` 13 :707:. 8 :8` 14 1.224e-2 14 5.904e-4 20 1.37e-4: :5. mini X24315r.1401�14�r . _?8k�;1.6.:7896e3. �20.59:71':e-4. X144 2.�1a1:e 31"2v. 11 N6. max .243 13. -.707 8 .8 14 1:223e-2 .14 6.004e=4 14 '2.1.17e=3 12 AMMOMMM Rim W2M MSMWEi 14 �8 .M.60 7..899e�"3;i20: 25�918e�9 13 �" N7 max':' :..244 ' . 13 707 7' , 8 14 7:899e-3 18,.6'004e-'4, 16 1..37e 4 5 .. �? 1.4 0SOM rrun��.•24 1.5 � s}x �; 5:x' ry r ; ....,fir x 7 v r ,N 1 4 , .: %M �:�8�. I1.6. k-.1-2 , 2� i16K ;„599189-4• M F 2 n1,17.e. 3 1x2 15 - N8 max ',243 . .13 '' .707 • 7` ° 8 14 .7.8969-3 '18 5:9049-Y4W 1$ :2:y11e-3: 12 A" ... .. .;nC.^a:'Fv .. > �` w 1� 3 v- 5 .. M "v . � X1.6". .min'�,��24.4��1,5`�'1,.4:01:;�1:6�:,�...8�°��, 16-`1.�224'e � Y f '1.T k t .k 4 , ll?F 2,�1.6s�'5'�97>1re.,4,�1:6z.�.�1..3. e 4..W6;z 17: .. :'N9. max, :. ;0 5 . -0 5 0, 18 0 14 0 .. :.14 ' 0.,'. '15 18 *s �fminf O'M.' �...: 30� n12 0 M0+: 1;6��0.�� 20� 0M 51. 19 ' i ` N 10'. maz : • 0 . 13 ''19 0 ' 6 0 ` • 14 0: 14 0 . 1.6 : 0 6,- NO WIMM 1.60. 18r 0 X1:3,. .. f 'Envelope Joint Reactions Joint . ` , X k LC Y k LC ' Z k LC . X k ft LC My. k -ft LC ' MZ fk-ft .LC ."1 - - N9 . , max ' 7.765 15 1:13.806. 12 3.378 16 36.121 -116 ' .076 20 :14.59.1 5`. W2 AA.1=4 2 6 5 7>36. 5MP3 ;.� . a Wen r 37.8 18 03 :29 X14; 0,7"x7.. X1:4 Mw 4 18.43&6 3 N10. max 2:6 6" 13.806 12 3.378 20 36.129 1'6 :076 18 34.184 T13* 3 2 max 3.688'- "15 . 5'': Totals, max `' 6.757' . 15 ` 27.612. 12 6.757 _.: 20: 18 5.095 6 :7� tmrA, 657 5 67.57108),. . =..� 1 ' '. Mi 1 ' - max : 4.645 15 9.967: 12 ..063'- - 16 0 14 ',"-.377 ' 18 � 36.844. 15 2 :" '� „5 _...;062 rn R 1 389311". 5 51:4. s ""1`8x Ok i 1.6:4 8.378 9116, x... 9�562� 5 3 2 max 3.688'- "15 . ' 2.69 15 '' .853 16 0' 12 " . 2.464 18 5.095 6 MEMO &-A tmrA, 657 5 MW_ IBMM. __ 1:81 '0 . 8 204, 1 M47 934 M _,5' ' ' 3 max 3:409 12 .768 1.5 0 , 12 0' 12 1.974 .. 16 .078 "7 6N WMMM... Amin : WOMW WWM 11N MUM W83OM NO WIMM M MO408s STS 7.. 4 ` max 3.688. 13 .59` 6 :.853 `' 14. 0: .. 12 :2.465'.114 5.095 S 8 • .: MM M% 6 MOM M lH 0*2 464 M 99MM IWO 9 : 5 max 4.645'.' 13 ';'.514 6 -.063 1.40 16` .:378 `:`: ' 14 36.844. 13 R1:0-> M ...:T IrrimaF11089 6l M9�967� K1 TWIT 0 �_ 0622 .. 0 X14: X37720 '9 5626 11 . M2 ...: 1 max 793 8 038 1:6 :.158` 13 :.:062 ` 12 `:: 0---,.. mar .RM 1249 12 13 - 2 - max : .623 8*: .038 6 .112 14 :062 12` ,,'..46, `14 6:645: ' 12 m rig W -4A 9 1'4 2 082 1x2 1.`08 20 .- ,..00.3: 6 15 3 : max ' .517 5 - : ' :038 6 . .325 15 0 . _ 8 `:921 16 .17.336 = ` 12 ' . X1.6, MO . WilA -- � ZP W-2`�99:1� X1.2 -1X321 17 X062 12 693 8 ,":31:6 6 .Y: RISA=3D,Version 9.1:0 [S:\JOBS\BG\902.23-Coker Solar\Frame-1 e. r3d] Page 17 - 1.7 -- 4 max 62.- 7. 2.084 12 ,:108 . 18 003: ', 6 .461 16 •6.646 12 18....;. OEM minr: ..1574 :.. 1.6:';038 .'6+:'"..11:2`_.xIfi* .:062. :�12.,.`.:44'5;a18.. .158:'xx6' 19 - 5 max 786 7 1.262 : 12 •:149 . 19 .003 6 . -.:0 1 • ` 0 1' 3tk h Jn' M 4 R "E{ S 1 ti ERxa a s� .. w y� a, 6.,.,...1"52 ..:1j3._ .0621 .:12 .0.. I xO=�.. 1 s,211, : ' M3 : .1 max 786 .. 8 038. 5 149' 17 003 5 0 " 1 0' 1. ,1;7.. 9 w... � 1.4' �� 1 26'2 12 � 152 15x � .062 � 12 0, 1 a bell 22 7 ,.miriY � . 23:a ' ::2 max -.62 8 .038. 5. .108 20 .003. : 5 :.445 .26 ' 6:64.6-" 12 ±SAY ` .. V •• '44 .5Y S ?F }T i} MMI"Yl S JS yr r,KE XV 3} 4, N$+ miri .,1::524 1,4=2'084. ,1:2 112 �` ,..` °i24_,� 3. �, ��..r .< ��14 ....0622.0- 191>2�#461�1;4.s'1`58..,5, 2- 25 .3:- max : :5176 . 2.991 12 .325 ': 13 0.: . '8 .:.:693 -7 1-7.336 .12` X26°'Omirin1 4441.35 ".0.38:5w32:1�190621:2f92.11:4 •27 4 max .623:" • 7 2.082: 12 .112- `16 1.:...062 12 :'.446 18 6.645`' 12. 28a<�u�rnin �.1.:579°1:60385�x 29'. .. 5.. max :793 7, 1.249 . '12 '-..l 58:- 15 ..062. 12 0 1 : 0 ,..: 1' 30 _.:. min 1«7599" X1.6 ��"038 .5 1'55" 1a7 00.3 5 0 M151_ 0 : 1 -31 -..`.'M4 1. " max ` .3.477 16 1.638 12 .. .084 .17 '.:372.-- • 6 :23T. 16 • :9:647: 15 33 2 max 3.458 ' 16 1.355 12 067 18 372 " 6 074 16 -5.318 15 34 � X mins 1 823 7. �y11.9: 5 069 164 Y6.1' 5 7.; 0 OP Wg52Nm 35;: -3 max 3.406 16 .985 15 .118 . - 18 .372. 6` : , � ,.2 14 1.931 ...15 36 ,. ° �� .: 'min _ "1 783 17 X 1.1 `1 5 12 16� WEA� W12. Mt;1:96 20$ f1�370 R75(1 37 .. 4 . max _ 3.352,*: 16 .633: 15: :172. `' 18 ..372 ' '6 :-.'.627 18 ' .875 ' . 16 38: m n 1 74`2 ;7 1311 5: 1 .4i'MIM13�MfffM I1.2 MY'2M k �6i M QT 39. 5 Imax 3327 1 16 ` .327 15 ' • .198' 18 372 6 .1.175 18 .551 •6 40:. �.`ME Eff, am MMMINN m1.1`.1 ` go *MqmlmgIWOMM09M1,8 liv IMMM w 41 M5' 1. max "2.605• " S. 1.554.- 12• • .421 � 16 . -::167 13 1:175 18. ..655 6.. Ml .,, rnirnt'i,1..4-36 ��l8ti99!0.73. N5%W *.01'8.,. ,,.,.1<63=! OR9, 5s:1,.10k a4N'3r: 43 - " ' _ 2- - max ' " 2.605 16 :..938 ' 12 . .291,'.'A16 . x:167 •-. 13 :541 . '20 :.328' 6 " _ ,. {4S✓r }':,:.! a-. ;y r - fi xM :.- x y �i `e� 'h'i f' .. iy:• ale' '4 "F y. . 5�..291�It8w .16'3.�1�9�.,�s 1546'�``..�1�4.>=...c1;0�17�1�� ...12 MOM 45' 3 max . 2.605 16 :.094 " 19 •.009 13 .167. 13 1.197 20 1',-.008`:' 7 47 4. max .2.605: .16 :073 '.6' .29• 14 .167 13 543 20 328::' :5 9489 ..1 r • Amin <�1�4:36��' ..1`8 �'.,94u :2� 29 20 IWIN. ti9 M548 %VlO1.0:1r63 '�1I2 49 .. 5 . max = 2.605 ` 16 .073 6:" ` .4'21- 14 ' :167. 13 - 1:172 18 .655 5 150 ,.._ WA '`rrii..1M43'6�OR15567,1.2':`'�IllpfM smgM Fiv K16,W4 M2 1. i 1'5 51.: M6 '.l • max - ` 3.333 16 - .111 6 193 ' 161 3.006 � 12 -1.172- 18 : `;551 5 53' 2 _ max 3.353. .16." .111 ' 6 .174 16 3.006 - 12 ::.633..,.- 18 " .;875 ' , 5 5,4 MI miridVE1-��7�42:�� 7 M6N 1r3� x' ..172 11:8 W 3% ' 5> 634 �I(6 2.686. �1'�5 55 � . 3 max 3:404. -16 .. :111 `6 .122 16 3.'006 12 ' ' -.201 ' 14 1:934I'll _ � X56 � �°`' " " '� � �:1OO M M 15M MMOVE RN M 1'�9 " li PrninM101 78MVI .:978MIMN _ .57 ti :4 max 3.458 16 . ,111 .6 ':..068, 16 3.006 12 _ .:078 .16 '' `5:307 13. 3'S1W go Uft67 1f8 X3.7.2 . '5= 07 1Y8K$ 1 8M 59 5,.. max `.' 3:483 ? 16 A 11 ' " 6 - .092. 13 3.006 ' 12 '.'.237. 13 9.644. .13 '60MWW M .1g843� MA ON u6 M7 ' ` 1 max .:3.483 14 1.652 12 ':092 15 3.006 12 225 •17 `. 9.644 15 � , K.1,,::37+2� Ii M, k...2AM" 11:,SxU, 63` 12 ., max '3.458 14 1.351 ' 12 068 : 14 ". 3.006' 12 07 20- 5:307 15 � 64 m n x1 823 8' 111 '5 � 067 261 W- 372 Er'll M M9%M W5ls 65 :,' 3 max 3:404 X14 - •.978 15 122 14 3.006 • 12 .::197 18:1.934. 15 Igo IMM MOpini n 'E1 781S 8 .OM%1 E5 MM M M -W ON 1.6 - x`41 37%4 40'7' 67,� 4 rnax '3.353.. 14. .631 �15 .174 14 � :3.006' : 12 ;634 14 ' , .:.875 6 681 ,:; ._' y -_. .Mf MEAN ;.8 t..11'1� 5 172_ 26 ��3+72.x.6 � .;;633 X20 =2:686 1h3 69 5 max 3.333. 14 .335 � 15 .193 -14 3.006. 12 .- 1.176 14 : • .551 • • 6 - 'mint x. .172781Y11 5 ��192 20 X372 6 �11Z22'0 X323 ]r3' 71 ' M8-: 1 max . ; 2.605 • 14 1.556. 12 ..421 ", . '16 .167::. 15 . 1.1.76: :14' .655 6 62N,.O *IMIW 1':8. ffiWO . f� �4i.462 X13" �73 2 max 2:605 14 94 = .12 29 16 167 15 ° :548: .16 328 "'� :..6 ` :: RISA -3D .Version 9:1.0: [S:\JOBS\BG\902.23-Coker.Solar\Frame-1 e.r3d] Page 18 3� N .7 `54: X 'V7 SOIJMiw.-`•'`.�43 ��z 67? a"'.". .41;,l :463" !AAl '..75 3:� -max .14 .009.- 15 1.201,- 16 �.'00'8. 1 8 .096 15 ".167 15* R R ti"I" qWRF"11.1 8 - .77 4 max 2.605 14 .073 6 .291- 14 ;167-.. .1 5 .546 16 328 5 W -2 ;4 , 79 -5'.j max, 2.605- 14 .073 1'6 .421- .14 .167 15 1.18 14 .655 5:1 1`2 ffn M 61! .41,:554&&9.'N -b Wr 4 Mfft 7501k_ -W-.-_,Rk N-64? I 14 ;-.551 -'.5 81J,, -M9 max -3.327' 14 .- Alt-" t6 .198 20 .372 5, 1.18 :� 0 W4 N R 10N .27-11 f 2. max &352:� .14 :A.11 20 '5' . �.875: .83, �.628 14� j 85". 3 max 3.406 14 .111 6- 118 .20 .372 5*196 18 1.931 13.., 86 7,83 PMi W. lv eb 1. `00. H IMIA-l"IMP WIIIW�� 10 §8 110ll20 Ell -414 gig'. 87 4 max 3.458 14 lll 6 :..067 20* :372 5. 066 .20 :5.318 13 MRN R 12k1 1074 W@.!' '505k;N 20 9.647 13' 5 rT!ax. 3:477 14 .111 19 :372. 5 89 6 .084 .226 OEM 6MMIRV �6 12 '�';� 91 M10. 1 1.66X 13.229".12 I'l 5 3.462: '16 .076 20 �,j 18 14 47 60T 15 '-, 20 : 16 27..159' 16 93 .:''-'-,2 max 7 13.373. .1*2' ..79 15 -,3.452 16 076 9!" 95 3 max. 11'517 12 7 7, ''l 5 3.452 16 076,- 20:17.997- "16. ---9.553 12'.4 YM W; 2?500,5 MIMS ' 15' 3.452� 16 :076 20 .2-�.'059' -16 8-.306* 17. 97;_ 12' 7.79 4 max .13.662. 9,14O 2.W6670. n' 3 5 7.79 .076,: -20 -36.121 16-14;501, .99 .5: max .13.906 12 .15 S.452 .16 WA$VM,,WM WhM', WNA §5 O�9§64W% 24W FIN Wr MNO! 9X14 O3K4 1.84:1 1 -6 101, � v,;w Ml 1 1 Max 11229 112 2.'599 1 3.452 16 .076 18 -A 26. :14 12.698 '6: 4760713 .599' 61�.452 16 .076 18, 8.'944 16 5 103 :2. max 13.373. 12 2 �876 W. 7 R, R041 W? -070-512 XT 521 1W 105 3, max' 11517! 12, .2.599 6 .3.452' 16, .076. 18.--18.005: 16 ::;.:.947 5.;. -;' 3£4521,4 077916 W-5' 0997 XW -w553F" tit 1074 max.. 13.662 12 .'2.'599. 6 16. -.076��;l '18 ':21.067". 16 .'13'736: -13 w8WNFl kl-3�41""5-*2,.l�4'* .12,!WF,"16,.71i-1..ff M2 -3.M 5 9.� Sl .4 -9 _rf VRT. .-I is a 1.,; a , Xt 4,D,r pa .5 max 'l IN& 12 2599. 6- 3 452'. 16.1 076 I'l 8 109� 36`129 16 34 184 13 131 WIN 91%, 101WIWIM MON WO W-.,7.- E�,JIMNMIMW .Envelope McimberSection Stresses'' Member': - Sec Axiairksil LC V ShearL.... LC z Shear[... LC v-Tobfk§il LC v-Botlksil LC 2-ToDrksil 'LC z-Botfksil LC --�RISA-MVersiqn9 [SAJOBS\BG\902.237Coker Solar\Fra* me=l Page M1 1- max .232':. 115 11.711: 121 �-: 004 - 16 :1..1.14' '5'. 4.293 151 .187.-'-18-::.j88-j161 .ian066941W WOMM-MG!, 0 0 NY M,5'if MEW6 11:6:L -; 3 - m 2 6x � '184 , 15 - -.462:�. 16 ::.059 16 5.585-.; 12 -.594 .6- - 1.226 18 -f:226 - 16 -3 max -.17- 12 0 .12 3.038 132 15 12 *: ''009 7 ;982:- 16 .. •.982 � 14 ---..7' .184-13 .101 6 -.059 14 5:585 12'z-.694* .5 .'.1.226 .14 .J.226 20 M ME MOM I M_ Fmwi --n-I 6= .462 X1.3, gg059 08%§ M X5.58514 - NON Z1_RN:N?3 pf _T5' ax -.232- m 13 ".088 6 �'004 14 1.114 '6 4:293, 13 -:j 88,. 14 `j 87: 261 jrtiak :'.04* .011'- 113 0 Al,_;% 1.2 rnr'n 09 1sI4 W .X214 U112 W V VV ffil WIN, owbMw .13 i'2!� max' - .01-. -8 -:14 ...007 6. -.009. 14 .018' 6-: ':.774� 12-229' :222 . 20 M, impWoOrl -XiN WNWIM, T.:'. '1'^, I N ff,2, 1 W ROOM M .2 W -...0.1:8f.' - i 9 % �l W t ., - 2 2-8. f .2 V rni ,'15 31 max M6 : �5 :.007 - 6 . 022 .15 ..037. -&.`2.02_`12 -.458`.:16.;.345. 8 ME'. _wNW100- BE, W7 037 .... ONOWNW-MINNI --�RISA-MVersiqn9 [SAJOBS\BG\902.237Coker Solar\Fra* me=l Page A7 .4 . max .031 7 1,-.358 12 .007: 18 .018 6 1 '-.774,'m 12 `.229 > 16 .222 18 �...4kwE.mrn16 x::::..007, ..6+ 008.:::1.6 ;..774:.12.x...:01.8.,. E.:�:.'.222..: 18' :229. 19 ' 5 max 039 7' �" :217 • 12 01 19 0.:. 1 0 1 0: 1 Q: ; . `: f �..r'S.c t .. '. re,t r,� h tin a x p .min.:089;,,, 16: a,�,.007...:..6x �r :011 1:3 F0>�,k 41:z; � t All5.� .�:ri ., �1.� MOM 21:" : ',, M3 :.. 1 max ' .039 - 8 ::007 5 .01 17 0 ,: 1 , . p :.:1 22�1�:`min"r..089nn:1'4...,::21.Z2125 ::011 : A15.,0��r1`� `0..H1�0:�?1N�0` �1�1 23': 2 max ` '.031. 8 ` .007 , 5 '.0W 20 .015 5 .774 1'2 .222 ' 20 ` t229 ' 14 24.... °rm'inK 07,91�4:�12"358 M -%08 :1'4 "�.�774 ��=12 .8�� F.. �r229 >9"4 �222��:20 25 : .3 max .026 6 .513 . 12 .::022 ' 13 .:037 5, '. ,2.02-. 12 --.345 7 .458' 14 ° ,� 7 n t <; R � r I .:d •y <?- `i' E' `" ix'+ `u" ` IC ``��...rni n� r..r..07.2 f=13 ,�!�- 00.7x. � 5 .. 022 �1-9 ,�� .202 �12i :.037' � � F.458 max 031.7 ...:357. 12 008 16 .018• 5: _774" 1? .` :222` -18 `'.229 116 5-28 .:_M. ? MP -MIi9M079R`.V-.007245?x 007. 1`8 .t .774 ��12' 018 G X229 x9.6. 222° 18 29` : 5 max ` :04 . 7. 214 12 011, 15 0 1 .0 1.. _ : p � .1 0 1 =MOWN 04 mrnk0.9`'16>..,-.00;7,5.011.1>70'1`mum 1�'.:.0 ;..0.:1" 31 M4 1 max `' :296 16 168 12 .. 03 17 616 5 3:218 ' 15 .`' :1`7 "' ` 16 161'`. 18 032: : ? MR-MUX1:56 .�7. -..0�1�1. �5 �c'�'031- n'T5 3i2518� x'151 .6:16 � � 33 � 2 .' max . _ :294 16 :::139112-1-'-1.024 2 18 :508. ' 5 .. 1:774 15 .053 ` 16 :047 ' 1'8 n A x:1:55 ��7,;�MMI 5I: " 025 1'6 xs 1:774 3x3`5: ..'508 .E `�.047,�:18 ffll" S3 1:6 35 3 ''max :.:29 . 16 ` :101- ` 15 - .042 • X18. .459 ' 17 ..644 ' .15 -.143.', 14 ' .14"! 20 35 . _:rniri1:52'. 7x.0115a .043 X1:6 �644.1:5s :....459 17.<1}4 .fi20I4314` 37 4 max 285 16 .065 15 .062 18 902 - 13 .292.. :E- .448 ''18 :449 16 mins r 14`8 7 0�1,I:. 5 x 062 \�96 ; 292 6 902 1.3 ��M44OIA:6W- 4`4.85 18`• 39 5' max .283 : `1'6 .::033 .15 .1 .071 ` 18 `1.081'. 13. '.184. 6, .: `.84' ` 18 , .844: .16 ' ' • :.- e- �i� !�r,•6 .. ;. _. 1 Y �,7 .1q 1 t � v" t4"A: rj� .40 ... -- Rfi n:; X1:46 7 :V.Ufi � 'll65 0 0.7:1. X1'6. W1.84 F6 ' . ;1,;081 X13 X844. 1,6 84 �1$ ':MS 1 ':' max . .222 16 :159' 12 151:' :16 " 1:492.' 13 ' .219' 8 , '';.84.. ` .18 :844- 16 b X42 :. ' M �m"i n ��u1 mt .. - 097x �„5�� l `51= 18 pi`2:19 iii 50 ' 1 492 X13: �- 844 16: tih.:84; 43. 2' max ' :222 . -16 096 12 104 16 3.393 12 - :109 E,'.387.'20 :39 14 44 rn i -M X MI6 0400.7 152 R 'MRA 9 -:3 max .222 - 16 7-:01 19l'-.003- 13 .4.098 ,. 12 . :003 .' .856 ._ 20 ' '.859.: 14 y'rrnn ::1r22�18' x.46, 172-611 '47 `: .. 4 '4 max ` ..222, 16 :007, 6 ' :104. 14 '3:391 12 :109 5 :388` 20. .,'..392:- 14 48a ._ ruin �. "1'22 X181 -.096 °. 1i2 ° 104 20 W09v 5 " 3.391 P&MM M f1�4. ..388 X201 .49.,,.-.-: 5 . max `:.222" 161' '.007 6 .151.: 14 1A89' .15 .219 5. .838 - '18 '`:841 16 OM EiRdMRfiWi ORM5N' 5120,� ll9I 1 489 15 X84.1 5V: M6 = 1 max 284. " 16 .'.011.. 6 -:069' .16 _1,078 15' � .184'• '5 -`.:838 18 ' .841 16 052: ami n 147 7 .` w.03�4:�._1r3.069.. X1;8' �:1E84, 5107.81'5 r::841 X16 X838 18€ z: 53: 2 max .285 .16 .011. .6 .062 . 16. 896:. 15 - :292 5 ' :453 18:- :453: 16 54 w . i .. ' VM MM"� Mg aI!O'd X1=3? : ,..,292 MOM �.:.89hlr15 V,° 1.6 453: M.W. 55 • ` 3 max .29 16- :011 . 6 .'.044: 16 .458 ' ` 19 ..645 13 : '.144 14 141 20 X56 .. _ ii"" WRTM IMM-MM"09L MV064M Al3.' =.45ffl 19 N I '20%W 14'4 91'"4; w.57 A' 4 ` max .294. 16 -.011 6 '::024 161, .508: 6 1.77 13 -.056 16 05 . 18 58 � �: ili :1.551 7 1389E 2 WbM MOM V1k3` ..508 .6, 05 1,8x - F6 6 59.: ;'. .`5 ` max " .296 16 - `.011 ` 6' .. `.033 13 ,'.616' 6 3.217 Tt3 : :169':: '131:" J61 19 X60!.: ` ami n157V-714-11"'..>. f.69 X12::03219.:`'.�3�21'J1 6166 °"16>tI 9.1'69. X13; .61 - •,: M7 1 max ''' .296 -14'-.169'- 12 :033 . 15 .:616 5 3:217 115 :161 '-. 17 .169- 15 0162 �. n M'60 MW57 V8W!NMAI' l 26X W032 ' ^ W-- 21,7. 01"6...61':6. :5 *169 x15 . -.1'61 1.7 63 2: max 294 ` 14 ' :138 12 ..024 14 508 51-1.77 15 05:.= 20 056 - 14 X64, :im min X 1:55 8 X 011 5' 024 20f OWN' f6, MOM e,Ift ft56 914` k20 65 3 max • :29 14 .1 15 .044. 14 .458 -° 17 .645 . 151 :141 ' 18 ".144 16 66OMOPM `. mna152 :80115`bY43'°206�4:5M5� ..458 C/.144.x16: 14"11.8' 67' 4 max :285' . 14 .065 15 062. 14 :896` 13 .292 • 6' :453: 14 453.: 20 0516814,:. x: 4 : �minll l ..148 j 8 _.- On11- _: 5 2- 062 0 W.0290-0 Mg WENNI 1k3'Nx.:453::. 20 ..:453 I1:4" 69'- 5 max :284. 14 ::.034 15 .069: '14 1.078 -13 -.184 6 .841' 14 '..838 - 20 RM minx�147� 0 @.9' iP 71 M8' 1 max 222 14 :159 12 :151 16 1:489,,13 2'19 6 :841 14,-...838:20 6.MM89I>}F3. 838 gqjw841vlir14' 73 : `: ' 2 max ' .222 14 096. 12 104.1'161'3.391-1121':.109 .'1.6 : -:.392 ` 16 . '`:388 18 RISA-3D.Version 9.1' ,. [S:\JOBS\BG\902.23-Coker' Solar\Frame-1 e:r3d] Page 20.' r�. 2M.", I -El 2�2� :Nfi*�i� 1,5 �o 75 '3' max 222 14 01 15 '�,.003'� ' - '.'. 151 4.098 12 .003,' - '8' a`:856"`-.859' 16 '.856- 18 n ,20,: OIlfR-1 0 5 .798,-.' �774 max -.222 14 :'007 - 6 .104' 14 3.'395' 12 -109 5- .39 '16 .387 18 14 ,79'r 5, max :.222 6 .1 14 *51 .1.492 15. ','.219' 5, .844'j 14 �,-.84 .20. 9� -11 i2O; q 0, :-Old 80 46 M -I'M 4ffiK%,,Mt ;Vlt 19M M A2 M40-9--imn", 11" 9.1611MM8X P -81 -'M9 - I max 14 .011 6, .071 '20 -.1.081. 15 -'.184 - 5 1 .844 14 -.84 -.120 ?mmt 4&.009M M No OMMA&W8'TM� '2 max .285 ' '14 " 011 6 -062 20 -:.'902 1 15 , -.292 :-.5-.-'-�:',A49' 14 A48 . `-: 20 84`.83. .v c�� - N"I: 2*10810- ON M RMNIKIII, 0'r, lil 4 ORM06 mini rnl X- vO X 5�, 1,IT-3-I'M 6 gr, - - ' :-- - 3. max :.29 .85 .14 .011 6 1 '.042 20 .459 15 :-'.644- :13 14, - -'18...'143 .16 U69 WIMMON6 ON M ONW6 M M AMJ 8 AS IMA M W MIA -W.0 ff& M60 Mi -87- 4 ., max .294 14 .011- 6 .024: 20 .508 6 1.774. 13; .047 20 * '053 - .14 190 WO - SAW - -% n! W - FRI. Uf, 1 M N 'klf 10'. .5`.'max .296.,.- 14 -.011 ''. 6 .,'.03 .- 191- -.616 6 1.8.218 13 .161'- 20 :.'-.17 14 AMM0Wrf- .91 ' -Mlo:--- .1 Imax .983 :12 T047 1151 .464: 16 .'4:891 T 5 --18'.338 .' '' 16 15. .046 . 1.4 ":-.049049 16 IM MMMM am Rim W952 M M4009 MUM a 9%08 W5 MMIN r-64owbagg INIPo U -N, -,93: 2. max .094 12 .1.047 15 .464 �- 16 � 2.'M3 ' '6 " 10.462. -15,1442" 16 8.445-., 14 94 5 o - W5 M�g 95F54 iN:rtV4!45-A MV -2c I I'm a a, W.M. fl. M W.- � 11, RN 3 9 W R r4 6 4 0 M A ,10 m 4 6 M, : 95 1:004'" 12 � 1.04T 15 464:16..-'.365 6-1 .,3.687 �. 12 6.933 16 -.6'936 14 :.- max Ow .4- Imax 1.015` 12 :1.047 15, .464 161 *5.291- 15 3.2-, -.171,10.423 -16 '10.426- 14 I 911A ".159AM42FT4 NTO ..99: • .5...Imax 11.002266,- 12 -1.047- 15 .464 16 13.168 15 ' 5.62 6 :13.914 116 .13.917' 14 . -16 -101 Mll-- I max. .983 12 --.349 Q .464 16 18:338,13, 4.891 6 .0491141 .046,' 16 -`2N,VM�fMWih SIMJA. k*,T,, &I W � s.'14'074T ge9'863385 - 0664 &G MW -81V XM .1, NJ 2 max .994- 12 340' 6. ...464 16 A0.462- 13% 2.263 .6, 3.445. 16 3.442 14 PINIUMOV M r2,1 0 .mini .;349 6 .. - -.. �� - - a - U ' 105"j A max T.004' A64 16 3.68 12 365, 5 6i936 16 6.933' 14 N O MMN 91W WM n 1074 max' 1.01-5 12 :349 6: .464-. 16 -3.2 -19. 5.291' 13 * 10.426 16 -10.4231 14 M5- 015, NTO`.;42,3i. �Pl: W2-61,461 10 .1:08:.. 9 5 max. ."1.026 12 ....349 6 464: 16 .5.62 6 13.168. 13 43:917' 1 . 6 ;-13.914 " 4 arum 0t56MW M , 431W-5'628 Ml;MA NPwt " , � `Envelope Member Section Deflections - ' ioembeC Sec x in LC v finl LC z in LC x R6tat& rr..' LC W Uv Ratio LC In) Uz R6tl;O"LQ M., 1 . max .2-44 -- 1 0 5 .798,-.' 14 9.417e-3 14 "' NC 5-- NC ':,, 14 MENIMM - Him 'T QWR"6661-00-jit,2 1-71,�798,--'- M NMM 3.-:' '2 max .244 � .13. .019 6 ..".801 "1801 14' 14' 9.406e-3 14 -, NC. .6 NC- 14 . 0,MON015NMOINW ' AMM0Wrf- .-: -3-.-: max :248 13: .001: T" -.828 14 9.404e-3 14`.N C 7 NC 14 Nam= IM-� M,;2 1� 4f MIT :7 :-, .4 max . 243 13 3 .019,- .801'- 14'.9.462e-3. 14 NC. 5 NC': 14 M S Miln 1171, 57, WX546 M 2 MEN= IN -6 T; k r-na'xt`:-.242% 13 !-, 0 '6. .798 14 9:413e-3 14 NC .6 NG ' 14 , --1 1' M2 1 max. -.8 14 ,.707: T: .243 16 1.37e-4 '6-- 140;144 :.7 NC-:: 15, W 41 hL `9 A TA .31 .2 max - _ 8 14 .354 -7: "-.244 �063631; 15 8.443e-5 5 186.867 -7. NC* . 15 k -M-e- - ON 12 01 WAN F14 LM W, a M WAK w6w w IMP , M I�RMNN � Ff A. NC 13� 5 ",�.L Max 8 14 -.243 15- NC' I 11180b=5 5' -1,6, 'NC -15' 1-60 IMMIh NOWIMMIN il13a.4 306e 3 I- V5104T63. T-,201 ',RISA-3D'Versioh9A.0::: -[5:\JOBS\BG\902..23-CokerSolbr\Frame=1e.r3d]*.r Pa` g e 21. A' 17. -4 max .'.8' 14 .354 8 . " .244'. 15 8.443e-5 5 186.866: 8.' NC 15. .,1.4`..,.°.245. .z1:3�.3:208e 3.:12. 144:068'.=x:1:4` ;N.Cxr MR5 19 . 5 -max' • .8 -14' -,`:707 8 243: 15 1.37e-4• :5.. 140.144 '8- NC" .: 1.5: '20 4•, ,:24'4;:1.3y2.11•e 3: X121.06F31:1* 1:4.IVC X1:3 21`' M3 1 ' max ' .8 14'. ` .707: 7 .244. ` 15 2.1.1e-3` 12 140.144 7. � 'NC = :15 23 2 max 8 14 354 7 245 15 3.2086-3 12 186 866 7 NC 15. 24x��`��mink;8kR _82 16MMM EW MEW W 25 3 max 8 14 019 5 244 15 4 3066 3 12 NC 5 NC 15 X26 an aurin'; MINN %.i. � r 12 243 X1:3 '�`3�:189e 5 i .6:X512.4'539, 12n `� NC 27 `: ' : 4 max 8 14 .354 .. 8 :245 15 3.21.1 e-3 12 186.867 8 `NC 15 28 Fmin ft-, kl 6' 0;91,3 MI :.29 5 max 8 14 707 8..244 T15. 2.117e-'3 12 .140.144 8 NC 15 F M rniri .MWP2.4r kN31 MAR M106X363x�M1:4° 31: ',A4 ' 1' Iniax c .565' 14 `0 5 ..564 14, 5.116e-3 `18 NC 5 NC 14 ft2m MOM= t° rm"IM, W 5643` I16N Ono'M M.2 NC 112; NCS .1'64 :33; 2 max .565'. 14 .177.". 8: 56 14" 5.587e-3 18 791•.918 `.8 � ' NC,' ; 14 ,.,% ! :irk �"xF.'„sS „ �, ,- ,N>N , YnY� y _ .k ..348 .14::.. ..561 _:.16s,.86566.3 XTE&407:954::1.4 ,SNC 16= ...35 3 . max ` .566 ..` 14 ..354 . 8 555. 14 6.058e-3 18 395.94- 8 ..: NC , '14 181309 ME��.�r: '� w N., , �.�699w I`5b6� �16a :w7�r726e.3 ��1:6? ;201514��4Y4ryF�iN.C�16 37.1 4 Imax .566 14 .'- .53 8.. .555 14 6.529e-3 18 263:953 8 : NC 1'4 3 X1:6`. I.".'1."052 X14+.555 1:661966 3 X1,6.1.3367.3 1'.4. _. NCS X16` 39 b. ", max ` :566. 14. .707 '8 . :566 ' . 14.7.433e-3 ` 14- 197.-963 8',_ NG'. .. 14 40 H, M, Via` y565 f6`�1,X40%1 14 566? 16N, 020994 W �1QOa206111'4.: N6- f1i6' 41 : ' ..M5 ..1: max.,:`•.244'. ` 13. .'.707 8 .,,.8 -14 1.224e-2"14 NC 8 NC . `' 14 . X42 Woolson ..,...k w -.. HIM cad;, i :._ ... -MO: -, . HIM 2.43 1;5 : O:1� X1.4.:. ��.8: 1:6� m7�896e�3� .20x NC - 14� .NCS 43 2 max 244 13 707 8 845 14 1.224e-2 14 NC 8. 4825'771 14. 45° ' 3.s max ..%.244 -13' ,.707 8'-87r.'..': '14 1.2246-2 141 NC ' . 8'3116.006- 14 46.: ~ ..m i n ..243151507 .14 -.8691:6 7.8976320 x2029862` 14"31408'1�1 4T. ". : . 4 max , .243 ' - 13 .707 8 :845: • 14 1.223e-2 1'4 , .` NC. 8 ` 482.1:396 .14 .. 5 ... i•i fnR 5✓g�, jEry, vt "y, fid. t 'D b 9 ' x' _ ,.; ,...n, .1 .478 14�.. minVCY SOMM, �1.5k X845 . 9T E5 �,7�898'�e 3F 20� �2793y453x �1�4� �4'865�:903€ 136 49 ... 5. max .243 13 . .707.. 8 ..8 . ,.. 14 1.2236-2 -14 . w. NC ' 8' . = NC : ' :14: X50:..'' 7A899'e�3:,20: smiN m v *�N.C��1�6 w .M H IWI 85MIM[6.526Ei-3 - 51 } '. M6..- ry 1 :. max .565 16 . " .707 8 :566, 14 7.4266-3 14 197:963 ` 8 `-'NC'-`: 14" 52 '� �� ;mini 566�a, 1;4...,14 1:45661:6u6�2'13e�3,F20Mil100�308 ...14° 53 2 max 565 16 53 8 555 14 18 263 953 8 NC 14 M':'�555r T16x6801'6 3. 1`61'3372.14 :NC z1'6 55 3 max 565 16 354 8 555 14 1 6.055e-3 18 1,395.941 8 NC 14 57 4 max 564 16. 177 8 56- 14' 5.585e 3 18 :701.92 `8 NC 14 V58 . 100ruin M5969101141- M34t8S16 8 666 3 1Y6* V' 0'6? FA 4 N7 C� 1i6 59 .5 max :564 ~ 16 0 ` - 6• :564 1"4 5.1156-3 18 NC 6' NC 14 :min.. ,.. 565 14 V 005 1;2sW 565 16a E9,7589e 3 016'� I NC' 'Max :565 � 16 0_ 51-.565 � 14 9.589e-3 '14 NC -6 NC" : 14 0209 Lvlv� 7-- Ml '� . t '� z � u """" ni. ,564 1,4~�� ,.0-60 ,.1:2�UM64� 16 ..51S15e.3 20 .:NC SX12 . NC 16 63 2' max 565 16 177 • T. 4 562 14 8.66e-3. 14 791 92 7 NC 14 65 3 max 565 16' 354 7 556 14 7 731 e 3 714, 395:941 7 NC 14, `66'WMAMEA so Hur n R 669-0-7, r4a NO69'9 �16� a5'S5. � 16�.,6�0.55e"�3 �20n 20r1�586 a I'6' ONC X16 67 '4 max 1 .565 ` 16..:.53 7 .555 14 6.80.1 e-3 14 263.953 7 � .. NC: 14 068mm_ X1:6* 69 5 max 566 ' 16 .:.707 7'- -'.566. 14 6:2136=3 -18 197:963 7'. NC '•-.,14 70 -mm 5651'4r14� X16:566 16 74266 3: 16x1r00308,I'6:- • .NCS 1'6°` 71 M8 1 max 244 13 707 7 8 14 7 8996 3 18 NC 7 NC 14 1i6Y �8:1b6`1223e 2'16' NCS° 1.6z..�NC.1"6. 73 -2 1 max - 244 113 .707 .7 .:845 -= 114 7.898e-3 -18 NC -7 ': 4865:903 .14- RISA=3D Version 9.1.0 -. [:S \JOBS\BG\902.2.3-Coker;Solar\Frame-1 e.r3dpPage 22 ._. x`74 y 243. 1.5 :'>R.:1.z 8 � 1':6: �' :: 84:5. �- X16: '1"223e 2 16= .2 r 93:453 X16 482'1 396 f:16 75 3 max 243 13 707 7 :869 ' ,.14 7.897e-3 `18 NC 7 ': 3140.811 14 .524.4.E a ` .z ..1 t507� < c1'.6z MM7�'.�� 16 "1.:224'e�2 .1:6� �2C�29'862', X1:6= 3:11:6°.006 x1'6' a 77 4 max 243 13 : .707 7 844 ' ' 14 7.897e=3' 18 NC . .- 7 `4870:538 14 �1 W224e�2 16:.2 a 92<951: 1"6 x4825:771. x:16` • ,' 79 5 max 243: 13 707 7 8 .14 7.896e-3 18 NC. ;,7. NC .,:_ 14 80. E 3, � Mw 24:4 N 1.5 X 4:40.1: a1:6F5 8 X16 "1 224e 2 216i'.q .NC �t,ti6Hn NCx . 1i6 81 '.M9 1 • max ' .565 14 707 7 .566 -14 6:209e-3 .18 ' 1 x7.963 7 ' NC 14 82wiff-� mir566�u X1:6-: 1401,9°6= 566�1;67,.433e 3 X1:6:=1]0 2751.6�xNC.�'16 83 : 2 max .565 14 :53 7' 555 14 6:796e 3 14 23.953 7 NC 14 x:�4s - :xr: .� �' - .•ts:a nr . _,. s: v .�'r a - �` s u 84 � M�.• MKI M�,.566 �suM 1�0521� X1:6 Mil 1.6x .6.529e 3 L20 133;,673. �16� NC .� 16� 85 3 max 564 14 354 7 556 14 7726e-3114 95 94 7 NC 14 86 �min:566�16;� x699 .6 -..., Y 3% 655 •� "16 ,.6.058e 3; 20 X23>1 51.4 16x. NC..: 16z 87 4max .564 14 .177. 7 ". :561 .14. 8.656e'3 14:791.918 7 NG'-` 14 88 :..... IN mm-:. 565' 1.6- X56 7 954 X1'6 SNC ¢ '16 89 5 max 564 14 0 : 6-: 565 14 149.587e 3 14 NC 6 NC 14 `:min�56'516�005 1:2 . X564?1.64 r511'6e320v NC 1}2 NCt�16 91 M1.0 1 max 005 12 242 15 798 16 5.05675: 20 NC 15 157 857 16 92 _ M. rmin ��0l:.....5...2.44u"13F79:8'1:4.5124e51451.66213157v8071.4 . :. 93 2 max 004 12 265' 15 506 16 3:787e=5 -20J1507:696 15 .248:955' 16 Viz . :._ . minP X 01 61 155 1:7 ff5.06. 14 �3.843e °5' X14 µ8l 0.403 X1.7 X248£885 ,X1.4 �95 " 3 °. max ' .003. 12 A 76 15 .251 16' 2.525e=5 20 .2279.15 15. 502.302 16 96. 5I w °rein.:'. 0" 5 * * 085 5` 54�251 14,:��2 '662e 5, 14.Ell 734 5 502 1.7r7xF 14 4 max .001 12 :06 15V1 .07 16 1:262e-5 '20 -NC -15 1807.778 16 98` x 5 OZr�. X14 �1?281:e51,4 ?51:237 5,1:807.3.7.8 4 ��1� �4.• s -` 99 5. max 0'= 1 0 1 0' 1 0 1 NC 1 NC 1 41101 SiA . V 1 k ;: 101 M11 1 max 005 ' 12 244 15 798 16' S 05e-5 18 516 62 151,57.80T 16 r. x > .. $ r rSragr r-ryxuyg :.i l'# �. nx .. 1.02 xAN". xmmx: 0 �6 �.242� 13x' �. Z98 .��s l% 5 124.e. 5 X1.62 M C� 13 1.57:.857 X1:4.. 103 ..2: max 004 12 155' 19 .:506 16 3.787e-5` 18 810:403, 19 -248:885 16 265 13 �..5'0'6a 914 , 3.843e 5 16 1,x07 696a T X248 955h 14� .. Y 105 Z. max 003 12 085 6 251 16 2.5256-5 18 1481 734 6 502177 16 _. 106:Mot '_' X25 I �n X1.4 2562e5. _1,6 c2r7.•91.51x3 502x302! 14 107 4-: max .001 12 .027 6 -.07 16 '1.262e-5 18 4751.237: 6 1807:378 A6 1.OSA'low.. rnln 0�N 6 r 13 NW0M 14{ ..1 281:e'=5<l"IN IM G: 9s3 M,80MM , W. .109 5 A 1 0 1 0 .1'` NC 1 NC A 1 a a „sF t +,•.. o n 1 ��0. �1 All 1 ,1 NXINMEA IMI.M6,41111 Envelope Member Section Torsion.:. Member Sec • -'`Tor ue k -ft iC Tbrsiori Sh.:: LC v -v War S.,:•LC z -z WarD S.. LC z-Tob War.::. LC z=Bot War:.: LC 1' M1 1.. max'- 0:':.: 14 :'0::.": 1 : 0 1.-. 0 _ '.14 .' :002."' 14 002.`. 14 ' � 2IR499-90-M so M� .. , �O ��S WON oil -M MUS 01�EM COMM 16x'002` MVi 3 '. 2. max 0., 12- ` 0 • 12 O0.. ,.. 1'2 "0:.* .. 12 ' .0,.:"12 M_ . _ 3'. max 0:.:.. -12 . ,. 0 ., ' 12 0 . :1 0 .: ..12 0, . •; 1 , :.. �,. 1., WKEMM 18 a W0..._ 8:" 4" max 0 12'. 0 ,12 0::. 1: :O'. 12 ": .0; g 0 8- '8� mini08`x:0 8x0`MIS III 10 4.01:20:1.2 9 .5.',max '., 0..:;16 0 1:. 0.... 1... ..0 ..16 ,'.0M ` :14 `.;002 . 14. 111 X -%BM 1: 0:��-MMO 14 002 1:6 ffi- §R ll,§: 1.1; M2 ': 1` - max_ : .062 _ .. 12 178 - 12 .. NC ` .' .':: 'NC- ' : '•' .;NC : ,. :.:NG 13; :~ . • 2''. max :062 ., 12. :178: 12 NC ;. NC:,, . NC NC A 1�NMMW" HUrME MAT -7.- 6 WN MROMEDI NC' 15` 3 max : •. 0.:,. 8 0 . 8 ` ;NC NCI: -'NC.•,�..:: :NC I w -W,, NO- ��; I�:� C : RISA -3D Version,9.9.0 .[S:\JOBS\BG\902.23-Coker. Solar\Frame-1e:r3d] Page 23, 17:. `'.4 .. max ` '.003: , .6. .009...: : 6 . .. NC- max .:003 6 .009 "'' 6 .'NC.'.. :' oo :. .NC:, NC •' ',�21.,...M3".:': 1 - max • -.003 5. 0095 " NC NC -: NC..niRiM 62 .. 1s2 � 1.72 NC.xy4 � N'C _ . 23'` .2 max " .003.. 5: -` .009 1:5 NC' . NC NC NC .. i . Y I'�4 � y ✓rc'- 1 K ��:��;Amin:�'..062�:r�12�:�,.�17:8'�"��'12 " 25' 3 max . ;.0 8.. ..0. 8 NC .: :. NC.. NC . NC f NCS ..:I.ff X26 m'in'iY06212 lwr178 F�2� .NC'� 27. :.; .,.,4 "max 062 -NOW -066 12 :..178 12 NC. -NC -.r ., .NC, NC -; 28. MM 3` ENIMUMMMNG:.:..:MOMM W-9 w wwou 29 ..•, .' 5- max -.:062 12: " .178 12 .' NC. NC': -..'::_`NC `NC 30 min.003�?5009S�NC.._�.4�NC:r .NCr�N.C. ; 31 M4 1 ' max.. ".372- .6 ` ':128 '6 NC - NC : "NC X32 ':OWN. X00 mini � 3 01�Ps12 �ucNC � 1 039"� 12 33 ' 2,max ...372,' 6 . .; .:128 ' 6' - :NC NC : -N C ::. NC iN'C 35 " 3" max : -.372 ' ' 6 .128 6A NC NC NC-- NC, . 3{01MIU? 1.2� .1'039 :12 N'G�, 4. mex . :372 • , 6 ' 128 6: . NC . NC AC-'. NC 38 rnin a3k0I<< K12�Wi'v039.4,�r.i2` SNC 39 : ::5 . max " ,.:372 6 128' . 6, NC -.' NC NC NC�NC�•�._ NC�� RMUMBOOK J:. max '..::167" 1 . � 058 ` 13" NC,- NC NC : NG X42. , _. mm :1.63 .1��1�9� -, O _..0`5`6 � N.0 ., .., SNC., ,�1.9� > . NC" . K . • 43�` _ ..2 mak `:..167. 13 :.058 13 NC NC NC NC ' 44 .�mm'��163�.19.-05619rNC �'NC" . NG�NC y. 45:. :,. .'3'- max -.167- 1.3 .. .058• ,13 - M. ; NC.,.. ::NC .F NC . ' X46. MR. -i- ami n V 1`63 1"9l'l 056w X1.91 -'*i' N'C 70-1, � N'C��' W NCS 47 , 4 ': max 1.167'' 1. . 3 ",.058 13 . , NC ' - NC : ° NC NC : • min �1'63�1}9�056�19`sN`C�N°CNC Q NES . r '. 49 51 , max , * :167' .. 13 :' :.058 :.:" '13 NC. ':.. .::. NC NC .. ::: : ,,. NC 50 ��rnin � 1'63 1?9 W0:056:1, lo;.9a ,. MMOR 51 .:. . M6 1, max 3.006. -12 _ 1.037 - 12 _: , NC NC - : NC NC "- X52 t, m minim 37-2. F 5- 1x26 ` 5 NC. ,IMM NCX NC .` M 53 .. , " :2 max 3.006 '12 1.037 12 NC : ," NC Y ; NC' NC 54: �H5 in, 372 5 ,..128. ,.. �:5' NCS; �• 55 3 max 3:006'. .12 1.037. 12 NG NC - NC '. NC 56 rnin 372 M,._ 5 128 5 . IN'C-M SNC 57 4, max 3.006 12 '1-037 -.12 * NC NC ." NC . " NC" OM MWIM _ Mm n=F � ` 372 ; WOMEN EN No Now -MMM MM W EM � sN:Co _.59 .. _. ,, ,5 max '3.006- 12 -1.037 12' NC ' .- NC NC 60,A:' 'min%37.2. . 5128�SNC��NC��N.C��N'C '61'- M7.:,- `.1' max 1006-12 `•1.037_ -12 NC ':NC NC::' NC w 63 " : 2` max 3.006 -12..:1.037 12 NC. , NC .nNC -. NC: v64 --1 .. : ... rnml.M6a WM2MU WW WIMNC. WMQNC ' 65' .;-3.- max 3.006 12 =: 1 037" 12 NC NC : NC:,., NC .66 E rnin .372,,w 6 1.128 6� c. C .. 67 4 ` inaz '' 3:006::12 1.037 12 NC": NC `_ : NC .x„.... 6& -NC ... . mm37s2 6128> 69 ' : 5 . max73.006 12.:.1.037 .y 12. NG NC NC :NC: , 70 .. rn i n 372 s6' _`' '°°`°"` .128��6��N'.0 NC�R� �NC�� NCS_ _' 71 M8' "1 ' max 167:" 15 058• 15 NC NC ., NC 001009M.. ,.. €� mini �163t 1.�7 X056 s �1.7.��NC��ow�NC MM;05.!NC�� NC..._. : -73. "``• 2 ' max .::.167 15 ':058' 15 ' NC NC ' - NC : NC .: RISA-3D.Version.9..1 0 .. [S \JOBS\BG\902.23-Coker Solar\Frame-1e:r3"d] P806 24 S `oc17 56'-774089Lrii2 k,c NCNC �NC707NQNC NC. NCW-1 WNNC, NCW11110 MW.-MMORIAll Mingembe sm Mg MOMENT Company B.G. Structural Engineering June 4, 2011 'Designer BG 2:13 PM Job. Number 902.03 Solar Trellis • Checked By: Material Takeoff Mn4cri�l Circ Picrec I cnn4Ffff1 \A/oinhfflll 1 ' Hot Rolled Steel :iA500 Gr.46':`... w Va .4 3 A572 Gr.50 HSS-8,X8X8 2 21 1 F`4 °� 0 , , Gr.50 *'�x�� 1N1'4X68:�'��,�. �� u A 5 Total HR Steel 11 1712 8.9 12 Ml -W14X68 .173 17.25 12 .057 34.51V 11399.5... 900 138.3...358.4... 1 H1 -1b w 8,: *1 6' �V 6. U. :25, .6 R� -W 0 . :25, 02-3 '? j.4 Sl.T-.*; .4 3 P251 3 M3 W14X68 .042 8.25 14 .023 8.25 1 4 V 11758.8... 900 138.3... 431.25 ... Hl -lb 70—S—S--7 WMW667=�- 5- A."O58"i M b& -2 .1 5, 12AW 7- 5 ; � jW0'1 , : � 4 : � 6J7 0 1 6 5 M5 HSS14X.. .094 9 16 .009 18 V 11112.88 486.6... 56.273 164.6.....: Hl -ib 273.164*� T M7 HSS14X.. .067- 0 15 .058 0 z 11247.9 ... 486.6... 56.273 164.6...... IH1-1bl =-Wul' w- m 8i.ffill R$$wMR, WIN,4`1 ftemMGM= fm aw wo", 48 2 ..,q M9 HSS14X:. .067 11.6... 13 .058 11... Z 1 247.9...486.6..: 56.273 164.6...... Hl -lb MM WM 10 0$$8 11- 1, :M11 HSS8X8..376 10.5 16 :047, -0 1 505.59 605.6... 140.5... 140.5...:.. Hl -1 1 29 N1' .001: .005 215 3.393e-3 6.54e-7 42930-3 s ..: a.: .'� > . 3�`... :r - IIe. : s ga r:r'`'�+'�•�.•�" ;,$^9 c.n,� ;y,M.i�.;... Y�y y,. �, 5 .. �,.. `.��, .r�"..: ;3?� r,.2....�:29z.r.215:3i:956e=3.:� 7<914e-7,x�-3'6870-3'> . 3 29 N3 0 452 215 3.950 3 7.914e-7 3 6870 3` 2 4aXo 5. w� �i �'v G }�:�`;,� : 0 x .:f 5 29 N5 0 ...877.' .215 6.8970-3 4.4210-6' 2.028e-3. 6.29N6.. -.0'� 876�..215._�£6:8880:3'ti6;079e 6��2:_0340 3:r� =.7' 29 ' N7 0 =.095 :215 1.032e-3` -,6:0796-6-' -1:.584e-3 8 29� w migg'.: �""096z r� 1 .0250-3 4'421:0 6 1 58e:3> 1.0 29 �N I.Oo _.:�Os� 0 .- X0.0 0' Ort" Joint Reactions (By Combination). LC. •Join Label , X "k Y k :: Z k ;. MX k=ft . ,.MY. k ft MZ k_ft .M1 N9.- .4.532 •'12.071 0 -6:593 0 -15.586":, . 8.592 0 -.024 0 1t2..075::� 3 .. .29 .::' `''Totals: :... 0., ,• : 24.147 0 ,' .-: ,. 4. .M1 1 2.934 :. 8.592 0 -.024 0 25.339 _ .K?�0 3 3. 2,929 =:002 . , 0 ,. 01- 0 -51.529."' 4� _ _.�., "O�4 2.929' M�21�02 5 - :: : I 5 :. ' " .2.934,' ' -8.587 0 :024 0 . ... ". 25:333 `.' 7': • 2 : , -.798 : ... -1.829 ,002•' .06 . , : .01 6.182'' ..- mo -:798; 2 731 OQ3, 06 :a 02T 1.5 1.98 9 ; . 4 .. '.798 1.825 =.003 -.047 .. 011 5:577.:. 1�E.. -m smo74 11 29 : ' . M3 1 -.798 .. -1.228 ='.003 -:06 "0 X1'2 � `�-�°'. '� � � M MOM 13 % , :3" -.198 -.798 2.721 . ' -.003' .. _:06 =.021 15.187 X14+ .- ..:_. �s. ,� .. �. ,..:�4,.' -.798 ,.-�,•,�1.3822+�^002� .0"47��.�"01�5x57.4�� 15., 5 " =.798. ` . :989 ,002" -. .047 0 ,` ':. 0' X2759 008:..: 1n1 633.E 1.7-:. 2 - 1.129 _ ' :: 1.613 ' 0 :.... -2.759 ' 005:.....-6.492-- X1.8 �3' , :.. 1x129 _, . 1239x: 0 : 27,59. .: ". 00'2. 23:1.6:... _; 1;129: 857 0 -2.759 0'. -:72Z.:' 20 5: 11295'56 :.02u759n003'" -27.64 .21-.-29 : M5. , 1 .:802 ' 1:554. 0:' .004. '` "-.003 :.. , " -3:952-:- 938 0 ' 0 004 00AMMOI.99� 23'.* .' .3 '.802 0 0!", .004=:003 - -11.912- :24 ...� `. _ � , � :: : �4 . ;802 25.. 5 '.802 : -1.556 0 -.004 .. - -.003 -3:937 26 X29 . 27, 2 . 1:129 :. -.853 -.: 0 2.754 0_. '::' -:695 ' 28... .. 3 11291227' . 0" .. '2375:4. '�0:03� '2323 RISA -' Version 9,1:0 .: [S:\JOBS\BG\902.23-Coker . Solar\Frame-16.r3d Rage 28 29:.a 4' "1:129 :1.61 `. .. . 0' 2.754' '' 005- -"'6.473-, r30 " f xw.xw:sr> 5 31 29 M7 ... 1 ,1.129 >, 1.028 - .. 0 . 2.425,_ '.00&: .. : . 2.974 �,- , a+ RIM r r d RU .,. 2." 1t4' 9 �.: r . X764 x ., ::n0: ,2.425:.: .005.: ` � _. " 35 . 33.. .3 1°:129: .46. .:•--'0 2.425' -.003", =.1-.441,. x, s $''uYkrC` v +.. .K 4 f' - v'%�.P.'$"i }''.I ri4, nvx,�,ay` t+ % Mm �' '^� .0 � ,:MIM -M, i'vI,' 4-� 1` 129 A.. 1:6a•h _.0:x.2..425;.0.2 r 337 35 .: 5. ` 1:129 -.095 - 0 `: 2.425` 003 =2.42 : 9 w, ` m1111 u ; `. ma wm :2 w MMM ammm �WOMW �w003'�� 'W7", 48611� Y 37 :2z. 802 >:., -.642 = :: 0 :. , . :003 . ' .: - .003 `: -7.576 '-j �`':-.04 =:211.' ' :. Y .... � � 3.• � r .�802h ��Os� u. .0:� . _ .... .00.3„, ��'�':00 : _;� X9..023; 39.. 4' : " :.802 ' -.641 ° 0 . ' ::003 3;: ' -.04 .467 , 0 1-1.769 ' .. 1.769 -.01, . ` - ` :01' '•40d an-v�':< ,5r'�802 X1,123" 0 �003;°003: 3.495 `:41 29 M9 ~1 '. 1.129..: -.101 0 : -2.427 .003 0" 0 .0 ,'. 0 ..:. •��..., NiMM 3 : : ` 1.129 -.466 0 =2.427 ... -.002: -2:166. 2.166- .004 -.004t-. :` -1.444 SO MI12 <.0� 2:.427 �005� X362 45'. : .... ..: 5 . 1.,129-- - -1.021 :.0 :. .:_2427 : ' ; ' -.008 ' .; .2.98 • N.0� 47 2 . 11.639: 4:532 , =.02 -0.- :. , -6.435 .::. � 20.106 ;'- .4'8 " : � .: .•:.. �� 3¢� �11�.7s83:...: ` ..4�'S32 ��."��02 � _:.::'�0'� . • :.:-6�488`�� .. ,.8.209 "49 :, �4 11.927 4':532 -.02.':0` -6.54 '3:688`•... `50; �� '�. :�� :5� � �`��12.07•,1.`".� ��4�532 ;�' �02��;' �0 � ��'6�593 •�1:5' 586: `51 29 M11, . 1 11:498 • -4:532 .: -.02 • ' 0 -6:372 ..= .:: -32.001 . 53. 3 . 1:1:787 -4.532 -.02 0 :: -6.478: _8:207 : 54 ' 4"� 115931 % ., ,� .4•532�k 55 5:.. 12.075' -4:532....::;,,--.02 .. ..0': -6.583' 15:588 ;. Member Section Stresses LC Membet Label ' Sec Axial ksi Shear[ksi z ShearMil to Bendin::. bot Behdin..z to Beridin "z bot Bendin 29 M 1. 1 .... :.147-. 1.475 0 -2.952 2.952 0 '� A 0 Mx. OVI ,.. �2 , ."3 . W' "' 6AW�0'�� 4'8E1MW .. MM- A: M- W0M i M'0 v. 3 : : .146:.. 0 0 6.004' . =6.004 p 0 .... OR - 4 x 146:"` 5 5-' ;147 ,-. '--1.474 0:' -2.952' 2.952 0" a 7 ..: 2 -.04 : =.314 '0 ::72`.. '.72' ., .•: ; :.005 -.005', ._ Y 469: 0� 1771: 17.71. 0.1 01 9 313 0' -::65 ' 65.' 005 =.>;-.005 mo mO M:. E 'ZION 4l72tN. '0 .rte.4.0�< `.Oyu 0 ` 0: 11 M3- '-j �`':-.04 =:211.' ' :. •.: p: 0. 2MA 2 04� �3x140`7�272 v005'�,y..005 13 . 3;: ' -.04 .467 , 0 1-1.769 ' .. 1.769 -.01, . ` - ` :01' 1'4 M l0r a viMA W` 8 649 00`5W 3._ ��* ..005... .15 5,:l -.04 .17 • :. 0 . °' 0" 0 .0 ,'. 0 ..:. •��..., 2. .096 - .165 0 -2:166. 2.166- .004 -.004t-. FRUM NONHUMAN SO MI12 02 19 4' :096 :. .088 ,"`' 0 '.243: ` . -.243. 0 01- :21 :21 29 M5'% : ' 1 ' :.068': .159 0% ` 1.319 :: '.J.319,' : -.002 �:.002. ,. MEN 3.269 � ..=3�269;;W�002 �� m -23 3-.069.0 0 :..:..3.974:, 3.974 002 ;' 002 24. � ,_ ::. : � .�.4� ,.�.,�.068:�� Y.:. �€096, •�0�� 3.267 �326.i� �002� "x"002 fi 25 5 068 -.159':-. 0 1 314:: 1.314 7002 002 :.. ' RI8A-3D Version. 9.1.0 [S:\JOBS\BG\902.23=Coker SolarTfame-1 e.r3d] Pa0e 29 2T::.:.: 2 ` 096 .; .. -,087 ` - 0 . 232 :=:232 .; . ; _ :,.. 0 ... =` 0 `� � . _:.. �� u^ E�''�".:� � , <' � 0 29 4 . .,, .096 . -.165 :. '- -0 _2.16 •::: :.2.16 .004 .-;.004'-- ' TO - 31 ` .29':'.'.. 31 MZ 1 . .096 :105 ::_ 0 . -.992 • >.992 .- ' -.006 ' • .006 07,M00,4 ," 11:7:. �AR.1�M..,.004 lU, 3 3 -.096,'.: :047 0 .` .481 -.481 -:002. .002- ;n '"_m§101 � � O"r 0 6��-�' V�.0,16 I LOW :O�78��78s�� ri43SA .5 096 -.0.1 - 0. . ' .807 ' -:807 .002•• -.002 ,_,.�1�h163�:•'��t002'.,� X002.: .. :, :. :2 068- .066''0.-2:528 =2:528• , '.002 -.002.. ,: 5 . `, :. W�'068* ,... 0 ww0 _ �301"002002 39 ' : :: ,. 4.= -.068.. -.066. ` 0. :.:.: 2.529 '.. . , -2:529+ . .002-'*,- :: _.002 .. MOM GROWO5F 068 ' R•I ..1AM NOWb ' " ' 1 166. � .1:1x66 002 � � 41 29 ,...:. ; M9 , '• :' 1 .. > -:096 :01 0 . '. .8:11. _.811. 002 =.002' AM MMON WMAX.06 OMM ROOMW9=lNW8§: IMM MIN= .43 : 3 ' -J96- - :-.048 ' ' 0 > . -.482 -:482 :' =.002' . ' " . .002: 0 .': -2.6356-3' :1146: 94`. 45 .096-' 05':" 0: : -.994..: .094.-, 06 2.9 ix _ mm .: ,: � �1:. ....854:. "609r� � X003 ; :12J327 ... .ff13 7� T� 2x45.9, 2<'459...," 47 2 865 609 -.: , '-:003.. <' =7:745... • 7:745 , .. ; -2:479 ?:;2,479 �T - 49 .:: 4 . .':` :886- . -'.609 ' ,�-:003 1.421 :-'1:421: -2:519 2.519...; NMI OMM O: �O'897z 609 � NWOWN Z6� AN �'°'�`6:00'4N f"1�� Z 54 .. m 64TH 51:. 29 ..• -M11- 1 °854 ' : -.609.': -.003 12.327 -12:32,: -.'-2.464. `: 2.454 52�•=„ � :._. �� `y2,Y � ��865' ,.,::609` x .0:03 ; � 7744 �'7.?�744 _ r ..;; s52'."4Z:5�� ` :2475 `53' 3 :..-.876. ' -609 " -.003 3.161 :. - ' =3.161- -2-.495.' 2.495. ' �` ..-.096 r � .•: 0031:.422 , _ 1:.4222:5152.51:5 lie, .",NC ' . 5, .., r .897.. =.609 -:003 -6.004 -2.536, 2:536 s -Member Section Deflections (By Combination) t , LG : `Member Label :: Sec x in . in z in x Rotate rad ' ri U F.afio n L/i Ratio A 1 °.29 M1 1'-' ; .001' -.005: =,215.: 3.393e-3- NC ::.",NC:- MOM WOMMOM I" $MOM x`468W MO5..�� W3.956e°�3 8932-a7� ��'�N G 3-- _ : 3 0 . _.659 215 :. . 3.9536-3 632.9.38. NC, ,: 5 . `, :. :.- ..5 -.001 ,: =:005.: .215 3:3886-3 . : NC .:.. : NC4.. ` MVEMM" WNSM ROOM WWbM584'6,3 N'C F SNC' 7 2 ' .215-.268.. 0 .': -2.6356-3' :1146: 94`. NG,'_ 8 - _ _ Qri. : �:3687e=3 -.:.215 :: 0-:659 -2.8586-3' 351.0134 NC4 11 20'1"M3.. 1 .; .: ..216' ..-.096 0`'':-- -1.586-3' NC. .- .",NC ' . �12..-r?.W-, N - � _.:._ NM WE�.2�1,50 .n 268 �0 . . , =13 = 3 .215 -:452 0 3.6876-3 . .556.195 . :, IVC<. man ,:. i' W _ 2�1t : - - 15 5 .215, =:876 0' -` 2:0346-3 253.646 NC �'I� ��1.5�3� � : � � 005r . , .. F �� r m 151 �6.364'e 4�ammoOmmRs .17'- .2 ..153 -:208 ; : '.151 3.835e-4 689:47 NC. '18 OV W3� 1% MEW x;1'5 M 1'�4:03e�3��33$1�2�:3� .19 ., 4' :152 .: -.653 .152 L 2.423e-3 215.944 NG :. 21 29 .. ::M5 -l' 0 . -.877 .: .245' ,..6.897e-3 NC' : NC 23 : °` ' .. - 3 . : 0' :: _1.003 ` .215 = 6.893e-3 1714-.706 f : Y .NC:,. x244'„' .. ,4 M 0�. -.968221,5 6891 e-3. 2364,90x1 N`C` - RISA=3D:Versiorr9:1..0 : '[S:\JOBS\BG\902.23-Coker, Solar\Frame-1 e: rad] Page 30.;, ,... - ti 25 . :. 5 '. 0:: ` : =.876 :215. 1 -.6.888e-3-. ": NC < , : , , . NC' Ak26.,la:29,4,�:�. ��M6.�, ��.1 ��; ��1:52��.�{ ..87.6 ` ��3�k�4152��:::3433e;-- �'1:60.6f;" ,- � miNNC:��..�4X}�� 27 •::. • :. 2" .:-.152 -: . :.653 .152 2.4.156-3 216:139 NC.. 'd. •:z":.y.. ' ' +-f¢ a . k xa -'s ':!:sL. 'R c„•� c.r ,� m ,r. �� ri�.3.4 �-.::1:52:. Y,. 427."..1:51': ,1.3976-3.3`31 57 :c w .y..r.NC_: 29. .141! -.152: -.208 ; .151-.-k3:7866-4 : 690.0-35 NC W- '; 5Y � M152 ' 051�'�1i5IT-M 0556'4 iNC NC MOM s31 °29 ;: M7 ` ... 1 ' : : -.151 ` -.005 :: 153 • 5.435e-3. NC. : -..: NC'. 32.4x.2_x15:1's"::03:x_+zw,:153:.ar:4.539e'3NC:_��NC� 33 3.6426.3 ` NG NC' 00 ��"'•" �' MMMUM 049 �:�� M 52 M M=4'078W ROME HA2` 35 5 ' -:152' -:095: .152 1.849e-3 NC:... NC:; .. • ' 36 'x`+29 : m�<mmm mm ww- ". W aRv 96MR I,5W MMu f N CM ,: INWN:C � y' 37 ,.: 2 0 =:166 '_ .214 1.03e-3,: 3071.`83 '..: NC., 38 ; :..: � .... Y3 �0.. x :192 :..X21.4. ►' 1 028'6 3. 22r35yC22Aw'm ffc =� 0 -.166_ '� ':214 '1.026e-3 3070:547- ':.:',,:NC*,. M 40` W, m ,.k, � oomm ��5"m�' 0. ,=f096I.'' NMI 1 025e�"3. NC 4.NC. 41•- 29.,' M9 ?:1. '::152 '=.096 152' ` 1.84'1'e`3 ..." NC. :... NC",.. € I. . -.079 �,offi kip 0 x t . :. :,r3 e-3;��'NC�� ....NC��:.�.�. 43 3 , 151 ', -:056. 152. - .3.636e-3 ' . '. 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NC NC , NC . 0' -51 '!29,, 10 0 NC NC. NC NC 52�x. `` �2��0 0... NCNC� NC x NCS: 53 3 0 0 NC NC NC NC �64� �".'� �:'�4��:0� •..`Os'��NC��NC�41 SNC., NC'• 55 5. 0 0. NC .:NC+: NC'. Member AISC 13th(360=051: LRFD. Steel Code. Checks (Bv Combination) f LC ' Member Sha a UC Max Loc ft She r UC Loc ft ` Dir hi*Pnc k hi*Pnt k hi*Mn 'hi*Mnz Cb E n 1 29 M1 .. " W14X68 `� .147 17 25 049 - 0 :"V-1399.588'.900 138 375 358 472 1 H1' 1 b X2 29 I\/12. W14X68 036 8.25 1021 8;25 758 867 ;, ` 90'O�FI IS 75'54' n' :25° 11 FA i"Hrl9bl 3: 29. • M3� "_- • W14X68 .036 -.-::8.25' ::021 8.25` 758.862 900. 138.375 431.25 1,417 HI -Ab l °4 ` 2A .. M4 ;HSS�14X4X6; 07;3 MR MEN EM � mm.48me56m"16.4 663 mom H;1 1:b 5 _ "29 .-M5 , HSS14X4X6 . . ,076 9 007• 18 1,12 88 486.665 56.273 164.663 1.093 1 093: H1 1b vmM6W,II 6� 2 14X4X6 W073 N, s67, 052' RM W 24i7�934 486 669 X56 273 164 fifi3 `2 428 . 7 2g M7. HSSiax4x6 .020 0 046 0 z 247 934486 669 56 X73 164.663 74911-It.1b 8� �29��M8' .HSS,14x4x6 �058� 900`50; u1:'1288 486 669 X562731.6`46'63 1 083^ H :9 29 Mg HSS14x4X6 ," . 021 11.667 046 0. z 247.034 486.669 56.278 164.663 1.743 H1 1 b 10 29 IFOW10 . HSS8X8X8,,�, ,285, �O.k 027k �� r" s505�59 6051622 1401524140 524 _.171 11 ` : 29 • %-. M11`.'' -HSS8x8X8 x..284" `0 .027 0,:- 505.59 605.622 140:524140.524 2.171 H1=1b `Material Takeoff Material Size Pieces Len th fti " Wei `ht K >1 < ":-Hot Rolled Steel, MIMANDUZ6r 46 .: iN-OMIAWi HSS14X4X6 3 A572 Gr 50 - HSS8X8X8 2 21 1 5 Total HR Steel . ` 11.. 171.2: 8. . ... RlSA'3D Version 9 1.0 : [S_\JOBS\BG\902:23-Coker'Solar\Frame-1e.r3d] Page 32 : 1 ' 2 N9 3.158 8.617 0 -.003 0 '-10.859 W11 0..3`1,58`� r8.617:;x0-s�''003. ....0`w10'859r. 3 2 Totals- 0 17.235 0 yah.• S 1 'r, r �• �' �: ^� . ' ';,� 5�x ... .W •. �.. him?— ,�:�;,.�.Z�O.��;>��r�"��'�� 'pu a < a n +•. a RISA -'3D Version 9.1.0 [S:\J0BS\BG\902:23-Coker Solar\Frame71e26.1 . Page 33 1 3 N9 .925 2.166 0 -.002 0 --3.181 : X •�'a t-} .�"f,„ *� �y. ,� ,a % ::.,..,. N:10.., :: .,.,;...925rk ' y i,. t. �,En a h ,art K s M � ,S: ; 6 � PC , ' ;£�y� , ".r S 2.1"66�.�,. ,.0� {x.002.,,: rY,.O,..-..`:3`..181.;..:. ' + : 3 3 Totals: 0 4.331". 0 �' Company B.G. Structural Engineering June 4; 2011 Designer BG 2:15 PM Job Number 902.03 Solar Trellis Checked By: Joint Reactions (By Combination) LC Joint Label X'FkI Y fkj Z [kj MX [k-ftI MY fk-ftl MZ k -ft 1 5 N9 -2.6 -.736 '' 0 0 0 14.591 RO. .4N;10 0 0 .59 3 5 Totals: -5.198 0, 0 ;�' :3 s 3+'fi:�i- N r- :` :..'?'? r ;,*'.. rz+ #�' <" 4.N .,�:5.C.OG ft . NC.....�,;: 1 7 N9 -.008 0: -2.599 —27.287 -:.059' .026 N 10R� -��M 0V M a ftv 2:599u�ss a 27 287 9V� suy � rNO026 M,3::.. 3 7. 1 Totals: 0 0 -5.197 �t 1 K{^Y F.X •A ?Ia WW, t..�. �O;,,: