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Home My WebLink About2712 LOKER AV WEST; ; CB090983; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-03-2009 Commercial/Industrial Permit Permit No: CB090983 Building Inspection Request Line (760) 602-2725 Job Address: 2712 LOKER AV WEST CBAD Permit Type: Tl Sub Type: COMM 0 NEW Parcel No: 2090814500 Lot#: Status: Valuation: $300,000.00 Construction Type: Applied: Occupancy Group: Reference #: Entered By: Project Title: STAPLES-INSTALL PV SOLAR ON ROOF Applicant: TEAM SOLAR STE B 5013 ROBERTS AVE MCCLELLAN CA 95652 916-925-8328 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $1,373.93 $0.00 $893.05 $60.00 $0.00 $63.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $12.00 Plan Approved: Issued: Inspect Area: Plan Check#: Owner: S F T CARLSBAD L L C C/0 DICOTI CORP 6519 E BAR Z LN PARADISE VALLEY AZ 85253 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee ·Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FEES ISSUED 06/1512009 KG 08/03/2009 08/03/2009 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? $2,401.98 Total Fees: $2,401.98 Total Payments To Date: $60.00 Balance Due: $2,341.98 Inspector: FINAL APPROVAL Date: /~""' ( r' r::;j f Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been qiven a NOTICE similar to this or as to which the statute of limitations has previously otherwise expired. City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-271712718/2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application EXISTING USE PROPOSED USE CITY STATE PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS ZIP STATE LIC. # Date SUITE#/SPACE#/UNIT# #BATHROOMS TENANT BUSINESS NAME STAPLE~ GARAGE (SF) PATIOS (SF) EMAIL AIR CONDITIONING FIRE SPRINKLERS NO 0 YES 0 NO 0 YES 0 NO 0 -:-;.,.JS:.k_ \ J Svt-..J £D)$0N __ (_.. Ofl-P\LLE fi!.-A STATE ZIP (Sec. 703 I.S Bu1ine11 and Profe11ion1 Code: Any City or County which require1 a permit to comtruct. alteri improve, demoli1h or reP,air any ltructure1 prior to ill i11uance. allo require1 the aP,pli ant for 1uch permit t 11 1igned 1tatement that he i1 licemed _punuant to the provi1iom of the Contractor"! licen1e law {Chapter 9, commending with Section 000 of Divi1ion J of the Bu1ine11 and Pro1es1iom Code} or that he is exempt there from, and the ba1is for the al eged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~ have and will maintain workers' compensa ion, a. required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My WDI'kers' compensation ins ranee rrier and policy number are: Insurance Co. · · , ' • ) \ " • Policy No. ·?'? 0 I ~ q 0 5 '"? t.p Expiration Date . ':' · This section need not be completed if the permit is for one undred dollars ($100) or less. I~ C... \ 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as in Section 3706 of code, interest and attorney's fees. ~CONTRACTOR SIGNATURE I, as owner oi the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section _____ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): ~PROPERTY OWNER SIGNATURE DATE I certify that I have read the application and state thatthe above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permtt is requ'1red for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every pennit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180days from the date of such perm~ or if the work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ~APPLICANT'S SIGNATURE DATE 2/ City of 1Carlsbad Bldg Inspection Request For: 1 0/14/2009 Permit# CB090983 Title: STAPLES-INSTALL PV SOLAR Description: ON ROOF Type:TI Sub Type: COMM Job Address: 2712 LOKER AV WEST Suite: Lot: 0 Location: APPLICANT TEAM SOLAR Owner· Re arks: p m please -final PV Total Time: Inspector Assignment: RB --- Phone: 9492890300 Inspector: ---- Requested By: BILL CAMPBELL Entered By: CHRISTINE CD Description Act Comments () {' !Lf ;1/eo..cl ffre.-ra >t~ &/ o.:I-::T 39 Final Electrical ----· ___ ,,_. ___ _ Comments/Notices/Holds Associated PCRs/CVs Original PC# CV060547 CLOSED Z-BANNERS ON STORE (3) IN ROW; CV060825 CLOSED Z-BANNER & PENNANTS; Inspection History Date Description Act lnsp Comments 10/01/2009 34 Rough Electric 09/16/2009 15 Roof/Reroof PA RB OK TO SHUT DOWN AND RE-ENERGIZE ON 10-11-09 AP RB ROOF MOUNTED STANDOFFS OK DATE: 7/30/09 JURISDICTION: Carlsbad PLAN CHECK NO.: 090983 EsGil Corporation In cpartnersliip witli government for (]3uiftfing Safety SET: II PROJECT ADDRESS: 2712 Loker Ave. PROJECT NAME: Solar Electric System for Staples Store #1393 D APPLICANT D JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are bei1ng held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Fax#: Enclosures: 7/23/09 EsGil Corporation In Partners nip witn C]overnment for illuiMing Safety DATE: 6/23/09 0 APPLICANT JURISDICTION: Carlsbad ~9 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 090983 SET: I PROJECT ADDRESS: 2712 Loker Ave. PROJECT NAME: Solar Electric System for Staples Store # 1393 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on thE~ enclosed check list and should be corrected and resubmitted for a complete recheck. k2] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. k2] The applicant's copy of the check list has been sent to: Sun Edison, Att'n: Joe Jazdzewski 1130 Calle Cordillera, San Clemente, CA 92673 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. lXI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:;.Joe1Jazdze~ski Telephone#: (949) 279-0257 Date contacted:&!~"-' f O'(byJJt:~ Fax #: (2_Mail ~Telephone ~ Fax In Person , c, • D REMARKs: ~j 4 2 d z-C'\.J£ k 1 @ s v.r' eel: i s~rr. · c_ tr'1"'- By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Enclosures: 6/18/09 9320ChesapeakeDrive,Suite208 + SanDiego,Califomia92123 + (858)560-1468 + Fax(858)560-1576 Carl~bad 090983 '6/23/09 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 090983 OCCUPANCY: M TYPE OF CONSTRUCTION: No change ALLOWABLE FLOOR AREA: no change SPRINKLERS?: no change REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/23/09 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Roof top PV system ACTUAL AREA: no change STORIES: No change HEIGHT: No change OCCUPANTLOAD: NA DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/18/09 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the clisabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2007 CBC, which adopts the 2006 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and r:egulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 090983 ' . 6/23/09 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set ofplans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. The feeder for the PV solar system is shown ahead of the main at the building service panel. The main is shown as 600A on a 1200A bus. Is the 600A main the only service main? If not, list all other service mains and the total load on the 1200A bus. 2. Roof access to equipment must maintain a min of 1Oft to the edge of the roof or a min. 42" high guardrail is required at the edge of the roof. It appears that there are areas with less than 1Oft to the edge of the roof. See CBC Section 1013.5 3. Provide IAISI listing information for the T-5 Fenderhead fastener used to anchor the rack legs to the steel trusses. See A70 of the design calc's lists the AISI shear capacity of 1 019# and tension capacity at 576# 4. Clarify in detail B/S3 how the C5X6.7 beams are attached to the 2-1/2pipe column. Further detail how the Unistrut "P1 001" is connected to the C5X6.7 channel beams in detail B/S3. 5. Where in the design calc's do I find the uplift design for the inverter structure as shown in detail B/S.3? I did not find this as part of Appendix 'C' in the calculations. END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculationpage, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these pl;:m review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad 090983 > • 6/23/09 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 090983 PREPARED BY: Chuck Mendenhall DATE: 6/23/09 BUILDING ADDRESS: 2712 Loker Ave. BUILDING OCCUPANCY: M TYPE OF CONSTRUCTION: NA BUILDING PORTION Roof Top PV Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Type of Review: D Repetitive Fee -=~-~,..I Repeats Comments: AREA Valuation (Sq. Ft.) Multiplier 6000 Est By Ordinance Complete Review D Other D Hourly EsGil Fee Reg. VALUE Mod. D Structural Only ($) 300,000 300,000 [ __ $_1_,26_8_.2___,51 [ $824.361 ·------'· [ ___ $_7_1 0_.2___,21 Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB090983 DATE 6/15/09 ADDRESS 2712 LOKER AV W RESIDENTIAL ADDITION· MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE OTHER SOLAR PANELS PLANNER GINA RUIZ POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING DATE 6/16/(]119 ENGINEER~----------------DATE. ____________ _ II:\ADMIN\COUNTER/PLANNINGfENGINEERING APPROVAlS Carlsbad Fire Department Plan Review Requirements Category: TI , COMM Date of Report: 07-31-2009 Name: Address: TEAM SOLAR STEB 5013 ROBERTS AVE MCCLELLAN CA 95652 Permit #: CB090983 Job Name: Job Address: STAPLES-INSTALL PV SOLAR 2712 LOKER A V WEST CBAD Reviewed by: C1...J 1f\(1 BLDG. DEPT cop·y· INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequatel.~m-~._~·~ · m liance with t licable codes and/or standards. Please review carefully all comm to this ev1ew and approval. Conditions: Cond: CON0003548 [NOT MET] 1. Sheet E.1 -Note the following requirements for Marking and Content: Marking PV Systems must be marked. Identify energized electrical line that connect the solar modules to the inverter, as these should not be cut when venting for smoke removal. Materials used for marking shall be weather -and sunlight resistant. It is recommended that UL Marking and Labeling System 969 be used as standard to determine weather rating. 1.2.2 Marking Content and Format for Direct Current Enclosures and Junction Boxes MARKING CONTENT: CAUTION SOLAR CIRCUIT ENVIRONMENT RED BACKGROUND WHITE LETERING MINIMUM 3/8" LETTER HEIGHT ALL CAPITAL LETTERS ARIAL OR SIMILAR FONT, NON-BOLD REFLECTIVE, WEATHER RESISTANT MATERIAL SUITABLE FOR THE 2. Show location of stuctural members. Pathways shall run on along both centerline axis. 3. Note location of roof access hatch. Provide 4 ft perimeter clearance. 4. Sheet E.4-Detail H/E.4, label DC conduit as outlined in Item #1. -" ouded", 5. Sheet E.7: Add DC disconnect/ combiner box location to label "A" (indicate that it is part of imerter);' 6. Sheet E.7-Label "A" -indicate that AC disconnecy within electrical room. 7. Item #5-Label "A" will be attached via machine screws or similiar. 8. Note if any batteries are on site. If present, state battery type, location and electrolyte capacity of system. Entry: 07/08/2009 By: cwong Action: CO Cond: CON0003586 [MET] **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 07/3112009 By: cwong Action: AP Carlsbad Fire Department Plan Review Requirements Category: TI , COMM Date of Report: 07-08-2009 Reviewed by: .....:~!.L.!._.L.AJ~_61--\\-/-/ __ _ t Name: Address: Permit #: CB090983 TEAM SOLAR STEB 5013 ROBERTS AVE MCCLELLAN CA 95652 Job Name: STAPLES-INSTALL PV SOLAR Job Address: 2712 LOKER A V WEST CBAD BLDG. D_EPT COpy INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003548 [NOT MET] 1. Sheet E.l -Note the following requirements for Marking and Content: Marking PV Systems must be marked. Identify energized electrical line that connect the solar modules to the inverter, as these should not be cut when venting for smoke removal. Materials used for marking shall be weather -and sunlight resistant. It is recommended that UL Marking and Labeling System 969 be used as standard to determine weather rating. 1.2.2 Marking Content and Format for Direct Current Enclosures and Junction Boxes MARKING CONTENT: CAUTION SOLAR CIRCUIT ENVIRONMENT RED BACKGROUND WHITE LETERING MINIMUM 3/8" LETTER HEIGHT ALL CAPITAL LETTERS ARIAL OR SIMILAR FONT, NON-BOLD REFLECTIVE, WEATHER RESISTANT MATERIAL SUIT ABLE FOR THE 2. Show location of stuctural members. Pathways shall run on along both centerline axis. 3. Note location of roof access hatch. Provide 4 ft perimeter clearance. 4. Sheet E.4-Detail H/E.4, label DC conduit as outlined in Item #1. 5. Sheet E.7: Add DC disconnect/ combiner box location to label "A" (indicate that it is part of i~wertet). 6. Sheet E.7-Label "A"-indicate that AC disconnecy within electrical room. 7. Item #5 -Label "A" will be attached via machine screws or similiar. 8. Note if any batteries are on site. If present, state battery type, location and electrolyte capacity of system. Entry: 07/08/2009 By: cwong Action: CO Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 31 0 San Diego, CA 92126 Structural Calculations PROJECT: Staples PV-Carlsbad, CA (Project # 480.230-09) CLIENT: Sun Edison DESIGNED BY: Orie'l -Structural Engineers D.J.F. DATE: 06/09 Signed By: Phone: (858) 335-7643 Fax: (858) 586-0911 Orie2 Engineering Structural Calculations -Table of Contents Solar Electric System -Staples Carlsbad, CA Oriif Job No. 480.230-09 1) Scope ............................................................................................... . 2) Location Map and Project Summary...................................................... 1 to 2 3) (E) Roof Framing . . . . . . ................................................................................... 3 to 4 4) Solar Layout Plan and Details . . . . . . ............................................................... 5 to 6 5) Design Loads .................. ................................ .............................. ..... 7 to 8 6} Check (E) Roof Framing . .. ....................... .................................................... 9 to 12 7) Check For Added Seismic Weight . .. .. .... ................................................... 13 8) Solar Panel Manufacturer's Info Sheet .. ... . .................................................. 14 9) Appendix A-Solar Panel Rack Analysis & Design..................................... A1 to A73 1 0) Appendix B -Solar Panel Rack Analysis & Design .... .. .................. ........... B 1 to 83 11) Appendix C-Inverter Anchorage ............................................................... C1 to C21 Orie2 Engineering Project and Location: Solar Electric System -Staples Carlsbad, CA Orie2 Job No. 480.230-09 Scope: To provide a structural evaluation of this existing one-story building roof system to verify capacity to support weight of new Sanyo solar panels. Note: The existing roof is checked against a total Dead Load of 16.5 psf (12.0 psf + 4.5 psf solar panel + rack weight) plus a Live Load of 20 psf. Roof live load reductions per CBC section 1607.11.2.1 are used for checking members. Codes: California Building Code (2007 CBC) Design Criteria: Loads: Manufacturer Provided Design Weights Sanyo HIP-190BA3 Solar Panels, Wt. = 2.5 psf Material Properties: Light Gage Metal Framing: Fy = 33,000 psi for 18GA Fy = 50,000 psi for 16GA & Heavier Wind Design Loading: Our wind design load for the front solar panel row is based on ASCE 7-05 using 85 mph basic wind speed and Exp. C. Existing Structure: The existing structure is one-story, approximately 141 '-4" wide by 157' -0" long, with 8" CMU block walls. The existing roof consists of a built up roof over 1-1 /2" metal deck over typical 20" deep steel open-web trusses spaced at 7'-0" on-center and spanning 30'·0". Solar Panel Rack System: The solar panel support rack (7"x1 0') consist of 2-1 /2" dia. standard pipe legs with light gauge steel Z-purlins and L-angles. The pipe legs are anchored directly to the existing trusses. Based on our analysis the pipe rack legs are anchored at every 1 0'-0" on-center. The solar panel rack has been analyzed with computer program "RISA". The results of this analysis and design are presented in Appendix "A" Distribution of wind loading on the panels and rack is based on wind tunnel testing by Sun Edison and is presented in Appendix B, titled "Wind Force Analysis of a Building-Mounted Solar Photovoltaic (PV) Array". The wind tunnel testing shows that the front row of solar panels provides shielding of the interior panels. The net effect of the shielding is that the wind force on the interior panels is reduced by approximately 75%; as such, our wind analysis assumes a full 1 00% horizontal wind load on the front solar panel row and 25% horizontal wind load on the interior solar panel rows. Findings and Recommendations: 1. The existing 20" deep trusses are okay to support the additional 4.5 psf weight of solar panels and support racks. Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA92126 Phone#: (858) 335-7643 FAX#: (858) 586·0911 Project No. : 480.230-09 PROJECT: Staples Carlsbad, CA Staples Carlsbad. CA • Location Page: 1 PAGE No. __ OF DATE: 05/29/09 BY: D.J.F. Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 FAX# : (858) 586-0911 CHK OK Building Information Store No: Length: 157 ft Width: 141.33 ft Parapet Ht. 4.33 It Roof Elev. 20 It 2nd Floor Elev. -ft (if applies) Bldg Type: 8" CMU Roofing Type: Built up roof Roof Decking: 22 GA. Metal Deck Roof Information Member 20" K-truss CHK Solar Rack Type OK 10x1 0 Min. Pen Rack OK Inverter Type D (2) 500kW Opt 1 D 500kWOpt2 D 225kWOpt 1 D 225kWOpt2 D (12) Sunnyboy Geographic Conditions Wind Exposure: C Wind Speed: 85 ~ MPH Project No. : 480.230-09 PROJECT: Staples Carlsbad, CA Project and Calculation Summary SPACING (FT) 7 SPAN(FT) 30 Ss: 111.1 S1: 42.1 Fa: 1.056 Fv: 1.579 %g (based on latitude/longitude and USGS sesimic lookup) %g (based on latitude/longitude and USGS sesimic lookup) Trib. Area 210 Page:2 PAGE No. __ OF DATE: 05/29/09 BY: D.J.F. Roc1f Live Load (PSF) 20 cr 0---I 0--------- @--- As-Built Roof Framing Plan ~ I ! / 0------------~---,Ll:_r~~-~~-~~ 4 ~ ROOF FRAMING PLAN Page:3 201<. 23-~!H"-'4!'-+---1---4----1------l--- i i © ® As-Built Roof Fr~ Plan l FOR APDmONAL. NOT!:5, SEE &.IEETS 82.! ;gj-"· OENOTE$Fal':TOPOFe1EEl.. DEcKSL.EVA'iiON. ~-&EE AAQ.II!ECTl.JRAI.. AND MEC!-IANICAL. ~~~FOR AU. ROOf HOI.Jt.!TED UNITe, FLA~. ADDITIONAL OFENW:;.$, ETC. 5!5: ALSO DETAil. 5/Sl.2. 4. $EE! AACHITECruRAL ORAWtm&I'OIO! 'TI-E TOP 01' P~Fei aEVATlc:NS. ROOF DRAII'>I$, ~. 0\IER fi_CWS., CR1CKET5, 'ETC. RESPONSIBILITY fOR MEETING PERFORMANCe fiEQUIREMENTS s, OF THE STAPlES PROTOTYPICAL PLANS AND SPEGifiGA110~S •· CRITERIA REMAINS WITH THE LANDLORD AND ITS REPRESEI!· 1' TAT!VES; AND APPROVAL OF THIS DRAWING SHALL NOT IMPLY THAT PERFORMANCE REQUIREMENTS HAVE BEEN MH OR REliEVE THE LANDLORD OR ITS REPRESENTATIVES FROM fU~LY COMPLYmG WITH SAID Pi?RFOPMANCE REQUIREMENTS, tt) DENOTES TOP. (5) DENOTE$ WTTCM.. 9fW WEB fiJEEl JOl&m ANp !QlfjT G:!m§R DEBIG.'\1 CB!!Izy!:!4 A. JOIST Dl!fWMATJQhh WI< (mM-4) DENOTE$ OPEN WEe 5iE!:I. JOI6'l' <DEPTH. :SERIES TOTAL LOADJt..I'.S LOADi. ~eG SN ~.2K D!;;NOIE:S SifEL JO!etT 61F!DER lDEFT14, OO:I<:!E5 NODE, EIAY6 LOAD f'ER NODE IN K1P.SJ. DESIGNATIOOS Nl'J!1 Ae PER THE $T£Ej. JQt$T lt-,'eiiME'6 (&JI) NOrATJGNS. 6.~ DL• DEA0 t.OAL' TI.= TOTAL. LOAD W.• UvE toAD CL~ CONCSMTRATED LOAD. INCLUDE A SE:I!iMIC AXIAL-TOP C!-!OiiD ~ OF: ~~ KJ?S il AlL. GIRDERS U.O.N. 8.0 KIF$ Qll AlL. F'f.I!'!LIN$ ~ ~ TOP CHOF!D: DL ~ 11.0 P.ell-'rOF Clo!ORD: Dl • 12.~ f'&' :!<I.L. = U}, 11!>. 1-2 f'ef •.1.L. • 20, 16, 12 FeF en·t CI-!Oii!P: OJ. • e>.IZ' f'5F !$TM. Cl-40li!D: 01. < ID.0 P5F >~U. = e>.c:!> F6f :t.1.L• 0.1) Pef :#~CL.~~Lee-·uCL.~~W* f LOAP IS 6A6SP ON TI-le' ARE:A '!l-Ie STFJOCTUF<:At. MEMBER Sl.!PPORT6. U THI:: DeaiGN QF ALL. JOIST& AND JOI$T G!F!D~ ei-!ALL. IHCUIDE A CONCENTRATED LOAD, A/11 N.OTEO, AT ANY lOCATION <DL~I.L<CLJ LOAD& $F!!CU:lCAL.L Y $-101+1 ~DRAWING& Afl?.E IH ADDITION TO THe$$: l.OADS. IN AOPITtON, ALL JOI5Te. AND .1015T 6lROER& 51-!AL..L f3E Ol:SIG.NEP FOR A NET W!NP llf'L.IFT (R 3 Fef. c.~~~ L= JOJST6PAN ~ TOTAl.. LOAD CDL. + L.L.I: -'1-n. ~ ~ 1.1\1: l-OAD <f.l.l: .Au.~ iA..W .ALL• U~ ~ JOII!-T GIRDE:Re- 1:), $'tf$L IQIM §!RQER§ a. JOIST Gl~SRS Sl-IALI-8E DESIGNED, FABRICATED AND ERE~ClED IN ACCOroANCC ~ITH TI-m &TANDAW SPEC!FICAik?W& FOF!: JOIST~~ (I.ATE&T EDIT lOW OF TI-lE $TEEL. JOIST lt-$TI1\ITE (SJIJ. ~-$.TEB. JOJS.T$ UIRDEli.el 8f.IAJ.L 6E DESIGNED ElY 11-!E 11AN.fAC11.1FER TI-lE. M#WFACTU~ eN::;IN£ER SI-W..L BE ~6PCN&tei...E FOR WE PE:SI~, At>EQ.JACY AND $AR::TY a: AU. &tea JOIST ~IRDER:eo. AU-eHOP DRAHtNGS SJ-4A!.L 8£ &!GNED AND &EA!.ED 61 M MA.ti\Jr=AC'nlf<ER'G SNG!I-ER J.o!ITH THE ENGINEER'S SEA!-. .:;:, ~fT ~ A!JDITION.41. DE.~ L.0,4D& ~ SJ-101-f-1 ON THS STRUC'fi..IRAL D~rNC:!, Sra:t. JOIST 6l~ERS Sl4AU.. 6E D!;SIGNEP A!l-51MF1.. Y 6UFPORTEP ffilHAR'f Mel"iflERS WIT+-! AlL LOADS Ea!AL fN M.AGNITlJDE AND-EVENl-Y SPACfO ALoNG JOI&T GJrii:DfR TOF CHORD. STAPLES INC. ~-ADDITIONAL Oe51GH LOADS F!WM ROCf TOP EG:itlf'MENT OPa Oil-ll:R ~ENTRATEO LOADS SJ.ICWIL ON THE DRAWlWGe 5HALL. eE CONS!DE!':ED A& COI.!.ATERAl.. LOAD$. TI4E$E lOAD& SI-IAI.L. aE CON&!OEF£0 IN 11-!E DE&IGN OF Tt.'E JOl&T ~.ERS, Ri:FER TO TI-lE ~ITfC'TUR.Al. AND MF:Cf.IANJCAL ~ FOiil LOCATION$ AND WEic:.I-IT& <A-EGIUIPHEN.r. ~~ SUCl-1 ~OAD$ DO NOT OCCUR AT TI-l!: PANEL POW Cf TI-E JOIST IZrif'.OER,. .Al.OOLIARY FRAN~ 51-tALL 6E ADDED TO n.!E JOIST GIRDf~ 01'!: THE TOP G!ORD $fJALL 6E DESIGNED FOR 11-!E EFFECTS OF TI-lE LOAD. Ill;, JOIST 61F!DSR$ GJ..IAll eE OESIGNED TO SUPPORT TI-l£ DESIGN .LOADS J.liTJ.fOUT =xceeoiNG A DIRECTION OF~- ENGIN'88RINGICDNSTRIJC'TION DEF'AIInfi!NT ! ~eN NET UFLIA FOI'?CE$ DJJ.E TO WIND~ 51-lDl+J. CN TI-le PRAWING, m: MAH.FAC"ftJliil.l:~ 61-!AJ.L DEele-1 TI-E JOIST GtRD~ Al--lD CONNECTICN& C" TI-E J015t 61!<tlE~ TO TI-lE SIJF'PORT~ $TRr.lC1liF<E I'OR 1'1-l!! NET UFL.fi. QPR'f.LIMINARY APPROVED !J APPROVED 9· JOIST GI~-!=R5 SI-IAI.J. ISE ~ICN£0 eocl-l THAT TI-EY CAN 6l: E'Fei':C'TED Will-lOUT eRIDGINC!\. h. MINtU't e'E~ REG.\!~, UNLESS NO® OTHEJI<WIS.J::, 4" ON SnaiC11.tRAL. 51EEf.. DATE: 14. NO OFENMare $+ALL BE MADE !N AN'!' $!~ 1'1EM6ER WITHOV! TI-lE J<>.a:;(IT'!'EN AFn'OYAL 0:: THE: P~510NAL Cf! F<.!c..ClP!D. !!::. No CI-!~E ~ $1!1!: OR DII'15NSION Cf' i;.TRUCTURAL HEMS~& SHAU. eE MADE 1-lffi.K:W' Tl-JE ~TTEN APPROVAL OF 11-E ~1.. CF F!!:CQRO. ~-OFS>IING$ !'4" AHP LESS CH A SIDE AFi:E ~R41.1 Y HOT 5!-IO»l aN THE $n<UCTt.IRAL D~. REFER TO AAK::l-!ITEC~ Pl--iD l1ECI,IANrCAL DFW--!INGe FOR SUCH OFENI~. 11. T~ CONTI<:ACT'Ofl( IS l'?J:GPCm!S!.f FCR L.IHIT!NG THE:: AH(.)liNf -01' CCNST1":11CTIQ.J: LOAD IMI'¥J$D UPON &TPiWCTI.Im, F!W"'ll-IG. ca-IEiTR1JCTlOO LO,oi.OO $HAW. NOT EXCEED n-IE DEellC:il'-1 CAPACITY OF '11-lE FAAMtNas: A't' THE T1Ml:: WE LOAP6 ARE IMF'QSEP. 18. ....,.-----:-.. DENOTI$ Sr-'AA OI~IG'fo.! Cf" THE 5TEEL DECK. l':l, @ DENOTES S!-IEA~ WILL. $fE 11/$1J. 6" ON 5T£EL aEAR~IG PLAT!:& 0\11!~ MAe~ OR~- ~ i. ~~T~2~.'it~~i: ~tlf:5 ""AL.L SE SOLTEC> TO $1ri!UCT\IR.AL &TEEL J. NO OTI-Iefi! LOAD!:~ 51-/ALL. eE A.ACED eN THE JOIST GIRDER UNTIL nre $7EJ;t. .1015~ 8e~ct-ITHI8(:di"'DERARE IN R.ACE AND ATTAO-IED n.te~TO e.~~ tJ. &TEE~ JOI$18 $-!ALL 8E D£5!GNl:D, FABRICATED AND ERECTED lW ACCORDANCE NITI-1 THE ''$TANDAAD !if"'l';:CIFICATION.!i FOR OPEN 14Ee 5TEE!. JOI$T&,l.AT,%! EDITION ~TI-lE &TEF.!.. JOIST Jr-eTil\ITE !6JIJ. b. STEEL JQI$T$ 61-lALi.. ee: PE$~D 6T n-IE MANUII'A~R. TI-lE MANUF~~'S ~W~ SHALL. 6E RCSFON5!61..$ rot<: 'THf Dl':$1a.N, AOEGCACY AND 5A.Am" Cf' ALl.. &TEE~ JOIST$. All. :$1-101"' ~IN:S& SHALL 6E 5lGNED Al-P eEALED B-Y tHE MANt.FAcT\IREl'!.'$ Et:!G!NEE~ 1-'1~ 11-!e ENGINE~'$ SI:At.. FOR TJ.IF. STATE OF CALFO~A. e. tJ.!l.Ee& OT4-IE.~l51! HoTS>, STEEL JOlSi$ $!-!All 6E DEEi!GNEO AS SIMPL 'f 5l!PPORT'ED, liNruFlMLY I.OAOED TRIJSe,Eec Wffi-1 THE TOP CHORD BRACED AGAINST LAT-E~ 8I.JCKm. Tf.IE ~ DEstaNED I.O.AD 51-lAl.L BE 'f1.IE tOTAL 5.-!)FE UNIFOFlt1.. Y D1&TRIMEO LOAD AS~ tN THE e.tl :STAND~ LOAP TA6U:. cl. HI-I~ NET UFL-lFT~ DUE tO WIND AFaE 5!-ICWM ON THE~. TI-lE ~URER 61-W.L t>E$J<;.N 11-IS JOISTS. SRIOO!NG AND CQ:NECTION& OF TI--lE JOISTS TO TI-l!: SUPFORT!NCS ST~ FOR THE Na liF'l..lfT. A SINGL.E LlliE OF 6011ct1 ~OF<D ~lDG!Nas 1'1J$T 6E PROVIDED NEAR nlE FII'WT "60T!Gt1 Cl-lORD PJ>.NI:L POfMTS WJ.IENMR !lPI-li'T D!E TO WIND FORCE& 1$ $I-IOiolN CIN THE DESIGN D~~- e. J4GN NCN·tk-l!FOfitl OR CCNCENiRATED lOADS ~ $1-l0J41 ON TI-le DRAHING$, TI-lE MANI.IFACT1JRER 61-W.I. Ot:Sk!IN tH! JOl!!>TS W ACOOI".DANCE WJTI-I P~ 4J 01'- THE. 5T,<iNDARD ?EGIFICAT!CN fOR OFEH 1>1E6 SYEEL JOISTS~ F". StEa JOl&Y BRIDGING 511ALL. 6E FR0V1DED IN ACCO!latl~CE. J.oll'fl.l TI-lE eJI $F&:!FICATION. A!.L ~lNG AND ~DG!NG ,dl>!CHOR5-e!-JAl..L. 5E PLACE$ AND .Strua JoiST END$ FOO:D PR!OR TO TI-l£ AFF1JCAT!ON OF ~NY LOAD$. 6~001N!::l THAT TEF<Mit>IATEe AT, 01'! I$ ~ aY, ST!WCTI.IfW. ereEL 6EAM$.1'1A601F« I>W.1.5 OR CONCRETE WAU.& e~ eE AT!" ACHED tf.el'i:ETO. COORDJNATE ~Deo!NGF LOGATlCN:S TO AVOID lNlEIVERI:NCE I-IlTH A!..l ~HAN1CA£... S..I:CTRICAt. ANO FIR€ PIOtJTt:CT!OH EQUIR'rei-IT. 9· Mi>lll'l$1!SEAAINCf REQUIREMENTS, IN.~ NOTED Oll-IEF<WieE. 2-Jf ON 5Tf'\lCTI;IRAL STEEL 4' Cf'-1 STEEl. eEPRINU P-ATES 0\1!R MA5a-IRY OR ca.ICF?ET:E. h. 1-101-fS IN e.tm JOIGT CHOR05 WILL. NOt eE faHTTEO, EXCEPT fOli!. BOt. lED CctlNfCTIONS AT THE" eEAR!N<il ENO OFT!-!!: 6TES. JOI$l i. FtXT~S, ETC. THAT ARE TO 6E S!.Jf>FOFm:D OR~~ 11-UE STEEJ.. JO!e.T $HAlL e£ F:R4tfEt/ WITH ALIX!L!AR'f FFW'l~ TO tl-IE PANE!.. J"'itfi'Q OF THE 5T!:El JOIST. METHODS Of FF?..<~Mm "fl~AT ltO.Jce SENDING-TO THE .STEt:L JOI5T CUORO~ OR I'E13 MEM3~ ~ILL i'lC'f~ F'Ef<t!ITTED. e-. ~OR TO IN5TAU.ATION Cf T~ FIR!: aFR~NKt.ER $'r"STEM. TJ..IE <lENERAL CONTRACTOR $W.L SUeHIT TO TI-lE ARCI-iiTECT THS l"'f'I'IG LAY~T FOR f'OSS!eLE MOOJFICATJoN$ TOT~ FRAHm AND "fi.EIR CONNEC"TION!>. TJ.IE LAYO'J'l' SHALL t(CUIOE THE I"'A>::!MUM PlFe LOADS, PIFE 4N:f H~ -I..<XATICNS, ETC. '9. META!. ROOF 0ga($HAL.l. COHFLY 1--liTf-1 TI-lE REG!lll~T50F THE OlEa DECK INST!Tti1E 5PECrFfCATtONS AND COI"'1El(TARY FOR 5TEEL ~ DECK, LATE$T fD!TION. Jg~, METAl. fi!Oa!: DECK 51-WJ_ 6E CONFIGU!YATION,. D~Pf~ AI-IJ H~ t!!AGE M SI-IOWJ'.t ON M DRAW~. ATTAC!-IHENT TO TI-11: StiFPORTm $T~ 51-!ALL 8E A5 6~ a-1 TJ.IE DRAI'-IINI:i$.J,5 A MIN!Ml.l'1. 5!:E ROOF PLAN NOTES. II. DO NOT ~ OR a.f'For=T ANY LOADS FRCt1 META!. ROOF Oi:CK METAL ROOF OECK SI-IALL 6E ca>mNLICW!> OVER A MINli'U1 nME: SPANS. !2. "fleE~ 1-ml:$ etlffiEMENT TIE ~JECT SP?!CFICAT~. REFeR TO PRQJ~T SPECIFICATIONS FOR ADDITIONAL. !Oli:GUIF51ENTS. 13. $'TRIJCMi!Al. OR4<!1N65 A!1i!! lNTENPED TO 6E USED WIT~ ARO!lTE~ AND NEC'MNICAL ~IHGS. CONTAACT~ 5 F!aif'ON5j6LE fOR COORD~A~ SUCH fi'ISQ.ll~S INTO THSR 5!-IOF' DRAWINGS AND WOPK Revision Oates & ~---;fr-. Issue Dates SOP ~ IM!!!If.)) D$Dovol- i'bnQod< Bid Set Permit Set Construction Set DrawingOate 05.10.0$ Ore<k By O.GONZALEZ 0'11W!1By ],MILLER X.e 1/8'==1'-0" job Number 9"710LS02 SheetN<Bnbeo-(5064A) S2.2 I I I I j ~ ~ ~ 2 APPROX. 7'-0n TYP. VIF 00 _I [;:1, L:Ji --i -(j"''":l:;~ .. i~:--:~ @f -=-~9-) ! ---y--1......-' I I . ! I : I : I ' ~.i. ' "' r l ! I 3 (E) I!} TRUSSES@ 7' O.C. = 140'-a" VIF 4 ~ I --rlr~t~: ! I I ~] 5 ~Iii: g; eJ ~"' ~ m ~ ~ g ~ " g \li ~ ~ :;: " :e: ' I ' I ~~, , '. ' ··'' ' T I ; • _L_~ ' ... I •<' L.J · ... , ·' .,. I I• • I ! l . i ,, ' : i ' I I I I Ill I , "-<~-· , . , I : I I I ~! I I I II i ~ 2p' 4p' 6 NOTES: CON'I"RAeTTR SHALL VERIFY EXACT lOCA'IlONSOF ALL EXISTING BUILDING STRUCTURAL MEMBERS: LOCATIO~ MAY VAfff. LEGEND [1] -INDICATES NON-PEN1RATING LEG -INDICATED PENTRATING PIPE LEG NOTE: EVERY OUTSIDE AND INSICE CORNER OF SOLAR SYS1EMREQUIRESAPENETRATION. SEE fF:\ \JD ~ wo :::~-ffiSl ~<( a: o_ ~~ om -~~ ~~ ~ ru «) L--------------------------------------------------------------------------------------------------------------LL-----~ ~ 01 ~ I I I N.Qil;. ALL COLD FORMED -MEMBERS SHALL BE GALVANIZED 4 1'-2" _[j F]'*'·,., ~ __J__: z CHANNEL (lB GA ~ ~rn ~ lb ~" bd~ AS;M A553, GRD .) Z CHANNEL (1B GA.) '1 = 50 KSI ASTM A653, GRD Fy = 50 KSI L-8RACKET (14 GA.) ASTM A653, GRO Fy = 50 KSI U-60LT STAINLESS STEEL SUPPORT LEG (16 GA.) ASTM A653. GRD Fy = 50 KSI SUPPORT FOOT ( 16 GA ) ASTM A653, GRD Fy = 50 KSI BACKING PLATE fs" GALVANIZED STEEL A RACKING COMPONENTS S2 Sl:ft::r=1'-0" ~~ S.S. BOLTS Ti'P. FOR ALL ~BOLT MOD. MOUNTS FLAT WASHER STAR WASHER LOCK NUT -NYLON BOLT STACKUP ___r:~ 12' OVERlAP SPLICE IN Z-BEAM SIDE ELEVATION CONNECTED USING (4) t" GALV BOLTS < 1:' :1 5 < FRONT ELEVATION <_ G '\ BEAM SPLICE S.2 j Scale:11JZ'"'1'..0" ' ., TYPICAL RACK PLAN $a!rle:114" .. 1'-0" H14(T5)FENDERHEA~ SELF-DRILLING SCREW OR ~ • <"(>JI"f·\'''fTf'AIV I"Np f1"?\ _: I NOTE: ---y=j)"-MA_X _____ CANfi_L~YbB_EQR.__1_ .,----&-6"_-Z ___ C:!:iANNELS I "' I I Jl "'li =r~no~ .... ~l ~ ~ J l ----....._EXISTING TRUSSES @ 7'-0° • 7'-0" D.C. .£(E) ROOFING .lr-f -'-':ft'*'"l"'"'U_,_.-"1-' 5: ~ ROOF ATIACHMENT DETAIL ~BUILT-UP ROOF OVER 1-1/2" METAL DECK (E) 1-1/2" METAL DECK OYER OPEN-WES STEEL TRUSS JOISTS@ 7'-0" D.C. (VERIF"Y) -----PL -1/~'xJ~l/4': 4-~/'d"_/ \Z-1/2" STD. PIPE ~ NO. 14 -T-5 FENDERHEAD SCREWS TYPICAL OF (2} PER WELDED BASEPLATE. ~USE APPROVED SEALING METHODS PER MANUFACTURERS SPECIFICATIONS ~ PATCH AND INSULATE ROOFING UPON COMPLETION OF POST INSTALLATION SUPPORT AND PENETRATION DETAIL-BUILT UP S.2 J ScaJ&:1•:e1'.0" 5 6 ~~RGAAL~l ~e~I~N TYP. ~OLT ATIACHMENTS LAT WASHER LOCK NUT s.2 / 6cale:114"=1'.a' L rSOLAR MODULE jl__ --~UPPORT RAILS BOLT STACKUP E D J E, __ ]-t l J, EXISTING TRUSSES @ 7'-0n D.C. ® TYPICAL RACK ELEVATION 8..2 Sw~e; aJ8• = 1'-&' 6" ZEE PURLIN NON-PENETRATING SUPPORT LEG NON-PENETRATING SUPPORT FOOT B NON-PENETRATING SUPPORT ATTACHED TO 6" ZEE PURLIN WITH (4) #12 SS TEK SCREWS SUPPORT HEIGI-lT VARIES AS REQUIRED liiiL" Sun Edison· ... --{Cl,2llOTSUNEDISON,U.CNlD MFIJAlES.AI.LRmn'RESBMII 12SOOIW..l1MORSAIJE.. f£J~~D201011 ~ a :E w.., Iii~ ~* ow ~~ uti w, iilf3 ~it o;!: C/lC/l !--:' ~ we :::> .... ill~ ~~ 0:: -\:!i g~ ~~ ~(..) CA-07-0102 RACKING DETAILS ORIGINAL SIZE 24'X38" SHEET SIZE ARCH "V ~· I "t~"':.~'"';\~oi~7"o .. ::'-'~~1"':>"";~·o""i~~7/i"',;_o""'.;<i-(,e:~~:~~:~~ ~~~~r~;:RANE All-~ ASNOreO I s.2 I -;;r @ NON-PENETRATING SUPPORT DETAIL 8.2 Scal8:1"•1'.q' co CD Cf) Orie 2 Engineering Structural & Bridge Engineers Project No. : 480.230-09 9750 Miramar Road, Suite 310 San Disgo, CA 921 25 Phone#: (858) 335-7643 FAX# : (858) 586-091 i PROJECT: Staples Carlsbad, CA Grav1ty Des1gn Loads CODE: 2007 CBC I 2006 International Building Code ROOF DEAD LOADS: 4-ply Built-up M etnbrane 4" Rigid Insulation 20 GA. Meta1l Deck K-Truss@ 7'-0" O.G. Suspended Acoustical Ceiling Mech/Eiec!ricai/Piutnbing (dueling, conduit,piping,spriklers, etc.) Sub-Total : Truss Girders Total Solar Panel + Rack DL = ROOF LIVE LOADS: Slope= Tributary Area= 2001 esc 1607.11.2.1 < 4 :12 <= 200 ftA2 20.0 psf Tributary area A,= 21 0.0 SQ.FT Roof Trib R1 = 1.2-.001At = 0.99 210 sf Rise per feet, F = 4.0 :12 R2= i = 1 L, = 20R1R2 Eq. 16-24 = 19.8 Min Design Roof Load L,= 19.8 psf 3.0 psf 2.0 psi 2.5 psi 1.5 psf 1.5 psi 1.5 pst 12.0 psf 2.0 psi 14.0 psf 4.5 psf Reduced Live Loa 19.8 psf Page:7 PAGE No. __ OF DATE: 05/29/09 BY: D.J.F. Orie2 Engineering Structural & Bridge Engineers Project No. : 480.230-09 9750 Mirar11ar Read, Sulte3iO San Diego, CA 92125 Phon€ #: (858) 335-7643 FAX#: (858) 585-0911 PROJECT: Staples Carlsbad, GA Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1333 Longitude= -117.2589 Spectral Response Accelerations Ss and S1 Staples Carlsbad, CA-USGS Seismic Information Ss and 81 =Mapped Spectral Act:eleration Values Site Class 8-Fa= 1.0 .Fv = 1 .o Data are based on a O.Dl deg ~rid spac:inf! Period Sa (secj (g) 0.2 1.111 iSs, Site Class B} 1 .o 0.421 (S1, Site Class B) Contflrminous 4f\ Si'ltRs 2005 ASCE 7 Standard Latitude= 33.1333 Longitude= -117.2589 Spect1al R&sponse Accelerations SMs and SM1 SMs = Fa X Ss and SM1 = Fv X S1 Site Class D-Fa= 1 .056 ,Fv = 1 .579 Page:8 PAGENo._OF DATE: 05/29/09 BY: D .. JY. 9750 Miramar Road, Suite 310 San Di<:>gc, CA 92i 26 Orie 2 Engineering S!ructur.al & Bridge Engineers Phone # : (858) 335· 7643 FAX#: (858)586·0911 Project No. : 480.230-09 PRO.JECT: Staples Carlsbad, CA petermine Egulyalent Unitgrm Lopd to Beam or Truss based on Solar Panel Rack Pipe leg Point Lged Reactions (3) Point Loads on Truss: PDL PDL+W (From RISA 85mph/Exp C Analysis of Rack) (DL -W Load Case Controls) A= 5 B = 10 B= 10 PDL1 = 296 PDL+W1 = 569 RoL= 4441bs. RDl+W = 853.5 lbs. Rw, = 410 lbs. Ro.7S>NV = 307 lbs. MoL= 3700 lb.-ft. Mo.7sw = 2559 lb.-ft. Equivalent Lineal Loads: WoL= Wo.75W = 32.9 plf 22.8 plf Input Truss Spacing: PDL2 = 296 PDL+W2 = 569 Total Span L= RoL2= RoL.w2 = Rwt= W=8xM/LA2 c:===:Jtt. Equivalent Uniform Loads to Roof: Wo.75W = 1 4.7 psf 1 3.3 psf 30.00 ft. 444 853.5 409.5 A= 5 PDL3 = 296 PDL+W3 = 569 '\ L.\. Page:9 PAGE No. __ OF DATE: BY: Govning: WoL = Wo.7SW = Sum= 05/29/09 D.J.F. 4.7 pst 3.3 psf 7.9 psf Orie2 Engineering Structural & Bridge Engineers Project No. : 480.230-09 9750 Mirama' Road, Suite 310 San Diego, CA92125 Phone#: (858) 335-7643 FAX# : (358) 586..0911 PROJECT: Staples Carlsbad, CA 20K-Truss@ 7 It o.c. Span= DL Roof SP& Rack WI. LL Roof Total Load on Truss 30 ft. Check {E) 20" K· Truss !rib.= 12 psi 4.7 psf 19.8 psf 7 ft. xB.Oft. = xB.O ft.= X 8.01!. = 84 lb/ft. 33 lb/ft. 139 lb/fl. 256 lb/ft. X 30 = Per Design Loads on S2.2 of as-built roof framing plans: AllowTL 266.33 lb/1!. AllowTL 7989.9 lbs. Applied TL Applied Tl 255.5 7665 20K-Truss@ 7 tto.c. are Okay for Additional DL of Solar Panels & Rack lb/ft. lbs. Load Case: (DL+LL+Osolar) 7565 lbs. OK OK Page: 10 PAGE No. __ OF DATE: 05129/09 BY: DJF Orie 2 Engineering Structural & Bridge Engineers Project No. : 480.230-09 Page: 11 PAGE No. __ OF DATI':: 05129109 9750 Miramar Road, Suite 310 San Diego, CA 92i 25 Phone#: (858) 335-7643 FAX# : (858) 586-0911 PROJECT: Staples Carlsbad, GA 20K-Truss @ 7ft o.c. Span= 30 ft. DL Roof SP & Rack Wt.& 0.75Wind 0.75LL Roof Total Load on Truss Per Standard SST Load Table AllowTL 266.33 lb/ft. AllowTL 7989.9 lbs. Check {E) 20" K-Truss trib.= 7 ft. i2 psf 7.9 psi 14.9 psf Applied TL Appliad TL xa.oft. = x8.0ft. = X 8.0 ft.= 243.25 7297.5 20K-Truss @ 7 ft o.c. 84 lb/ft. 55 lb/ft. 104 lb/ft. 243 lblft. X 30 = lb/ft. lbs. are Okay for Additional DL of Solar Panels & Rack BY: DJF Load Case: {0l+0.75ll+Dsolat+0.7E,Wsolar) 7297.5 lbs. OK OK Orie 1 Engineering Structural & Bridge,' Engineers 9750 Mlrams.r Road, SL!lte 310 San Diego, Cl\ 92125 Phone#: (65C) 335~1~3:43 FAX il . (858) 586-09c i Pmjee! No.: 480.230-09 Check (E) Truss Joist for Additional Load Due to Solar \ { 'J Page: 12 PAGE No. __ OF DATE 05129/09 BY: Orie 2 Engineering Structural & Bridge Engineers 9750 Miramar R()ad, Suite 31 o san Diago, CA 92125 Phone#: (858) 335-7643 FAX it : (859) 586-G911 Input Building Width, W (ft.)= Input Building Length, L {ft.)= Input Wall Uno Weight (pel) Input Wall Thicknsss (in.) Input Roof DL (psf) Input Wall Height (ft.) Input Parapet Height (ft.) Approx. Floor Dl (psf; Mass of Root = Mass of UpPer 112 of Wall+ Parapet""' Mass of 2nd Floor = Project No. : 480.230-09 PROJECT: Staples Carlsbad, CA Che'lck {E) Building 1or Added Seismic Load of Solat Panels & Rack ; 1.33 L7f ft. l. pel n. psf ft. ft. 150 7.525 i 14 .20 2 b psf Mass of ,3rd Floor= Total (E) Building Mass = 31 0,643 lbs. €82,430 lbs. 0 lbs. o lbs. C'--§jfu]-3,-07,:.,3 lbs. Input Numbet of Solar Panels Input Squat·e Area of 1 Solar Panel Solar Panel Load {psf} Add Mass of Sdar Panels & Rack "" -:~;, Increase in Building Mass due to addition ot Solat panels= §ea. sq. ft. psf 27,648Ubs. 2.7B% Conservatively less th:lfl 5% change i11 building seismic weight, OK uate to deal wiih this increase. c=:;;:::::J:. :::J -Indicates cells requiring user input ted -Indicates cells with formulas (do not modify these cells) @iililiJ [ II J 141.33 teat _J !Length I 157 feet Page: 13 PAGE No. __ OF DATE: 06i02/09 BY: D.J.F. Bectricai Specifications Rated Power (Anax )* w Maximum Power Vottage (Vpm) v Maximum Power Qment (lpm) A Open Circuit Vottage {Voc) v Short Circuit Current (lsc) A Mnimum Power (Prrin) w Maximum System Voltage (Vsys) v Series Fuse Rating A Terrperature Coe-rticient (Pmax) %/'C Temperature Coefficient {Voc) V/'C Temperature Coefficient (lsc) mA/"C Bectrical Tolerance % PTe* Rating w Cell Efficiency % Module Efficiency % Power per Square Foot w Mechanical Specifications Internal Bypass Diodes No. Module Area Ft2 Weight Lbs. NOCT(°C) oc Dimensions LxWxH (nm) in. Cable Length -Malei+Female (mm) in. Cable SiZe I Connector Type AWG Static Load Wind I Snow (Pa) PSF Pallet Dimensions LxWxH (mm) in. Aeces per FuU Pallet I Weight {kg) pcs.!Lbs. Quantity per 20'140'153' Container pes. Models HIP-xxxBA3 180 186 190 195 200 180 186 190 195 200 54.0 54.4 54.8 55.3 55.8 3.33 3.42 3.47 3.53 3.59 66.4 67.0 67.5 68.1 68.7 3.55 3.71 3.75 3.79 3.83 162.0 167.4 171.0 175.5 180.0 600 600 600 600 600 15 15 15 15 15 -0.33 -0.30 -0.30 -0.30 -0.29 -0.173 -0.168 -0.169 -0.170 -0.172 1.10 0.85 0,86 0.87 0.88 +/-10 +1-10 +/-10 +/-10 +1-10 168.0 174.9 178.7 183.5 188.7 17.8 18.4 18.8 19.3 19.7 15.3 15.8 16.1 16.5 17.0 14.2 14.7 15.0 15.4 15.8 4 4 4 4 4 12.69 12.69 12.69 12.69 12.69 30.86 30.86 30.86 30.86 30.86 44.2 44.2 44.2 44.2 44.2 51.9x35.2x1.4in (1319x894x35mm) 30.7/24.8in (780/630mm) No.12 AWG I MC™ Connectors 50PSF(2400Pa)/39PSF(1876Pa) 53x36x63in ( 1346x912x 1600mrn) 36pcs I 11 02 Lbs ( 500kg) 360pcs /756pcs /972pcs Page: 14 Dependence on Temperature tReferenoe 0;;1ta for 20QWatl Model) ,.---~------.,...- 20 40 60 80 Voltage {V) Dependence on lrradiance {ReferenGe Data for ZOO Watt Model) 4·50 'I ---~.---~--· ~ell Ternp. 20" ::: t~~~~:::::::::r:::: ::·:;::::::::: i :::: 1::::~:::_::::_:t_::::l::·; ·::::::::. 8 2.oo t·4oliw/;,;~----------r------·~---------:: r~:::~;-.. --------!------~ l \I ::::::. Standard Operating Conditions (SOC) and Safety Ratings ::: ---------j.---------j------~: \;\~ ---j SOC Ambient Temperature -4°F to 1 O•PF (-20'C to 40'C) soc Relative Hurridity 45% to 95% Hail Safety Impact Velocity 1" hailstone {25rrm) at 52mph (23mts) Rre Safety aassification aass c Safety & Rating Certifications UL 1703, cUL, CEC Limted Warranties 2Q-Yrs Power Output/ 2-Yrs Product Workmanship "STC:Cei!Tomp.25"C,AI\Ii.S, IOOOWim' '**PTC:Cd!Tt:mp, 20"C,A'1vf J.S~ lOOOW/m~, lm/$ Wi11d Dimensions Unit: mm (Inches) Ground Hole (1 place) 894 i35.2) 35 {1.4) I I I fii I '=' >!:'. m Ei ~1 ) ~u Front Side I 1 1 ~-Note: Specificatiflns ~nd products above Lll il maychangewithout [I notice 11 =s=ac=ks=id=e ====='' positive ( +) Connector (Mcnt Plug} Section A-A' o a ~ • • Voltage (V) CAUTION! Read the operating instructions carefully before use of these p1roducts. Visit www.sanyo.corn or contact our Authorized Rep1 esentatives for more information: SunWize Technologies (800) 817-6527 or www.sunwi.ze.com Conergy (888) 396-6611 or www.coner9y.us Carmanah Technologies {877) 722-8877 or www.carmanah.com Sclera Sustainable Energies {866) 537-7012 or www.soleraenergies.com Appendix A Solar Panel Rack Design Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone#: (858) 335-7643 FAX#: (858) 586·0911 Project No. : ____ 4'"'8"'0-".2'-=3-=-0--'0"'9 ___ _ PROJECT : Staples -Carlsbad, CA Description: Wind Force on Rack with 20 Degree Tilt DESIGN WIND LOAD ON OTHER STRUCTURES ASCE 7-05 6.5.15 F:qhGC,A, q,= .00256 K, K, Kct V' I Exp= C HI. z at the centroid of area Af = 30 ft Exposure coefficient K, = 0.98 Topography factor K,= 1.00 Directionality factor Ko = 0.85 Wind Speed V = 85 mph Importance factor lw = 1 q,= 15.41 psf Gust Effect factor G = 0.85 Force coeff c, = 1 .3 Design wind pressure, F/A, = 17.02 psf Rooftop Factor = 1 .40 conservative Projected Area of (1) panel = 1.8' x 55"width = 8.60 s.f. 1000 panel area= 8600.00 s.f. (conservative) (6-27) (6·15) 6.5.6.6, T-6-3 for MWFR 6.5.7.2 Table6-4 Table 6-1 6.5.8 Figure 6-21 through 6-23 6.5.15.1 Vary Rooftop Factor from 1.0 to 1.91inearly as Af varies from 0.1Bh to Bh 0.1Bh = 900.00 s.f. (conservative) Bh = 9000.00 Design wind pressure x Rooftop Factor = 23.83 psf -,(-·-·-· -·-·--·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-·-· -·-·-·-/ I 4.75' I i :::~~::::~·-·~::::.-----a--------------~-------r- 1'-8" 1/ ! ---·-----'k- FULL WIND LOAD APPLIES TO FIRST ROW OF SOLAR PANELS AND 1/4 OF THE FULL WIND LOAD APPLIES TO SUBSEQUENT ROWS PER METHOD 3: WIND TUNNEL TESTING BY SUN EDISON. WFULL w,4 Wh = p'1.67' I 2 purlins = 20 lb/ft Wh = 0.25'p'1.67' /2 purlins = 5 lb/ft Wu = Wh'sina = 7 psf Wu = Wh'sina = 2 psf Wu = Wu'4.75' /2 = 17 lb/ft Wu = Wu'4.75' /2 = 5 lb/ft Solar Panel DL+Rack = 11 lb/ft Solar Panel DL+Rack = 11 lb/ft Page:A1 PAGE No. __ OF DATE : 06/09/09 BY: D.J.F. Wu=Wh'sina Orie2 Engineering Structural & Bridge Engineers Project No. : 480.230-09 9750 Miramar Road, Suite 3 t a San Diego, CA 92126 Phone#: (858) 335-7643 FAX# : (858) 586-0911 PROJECT : Staples-Carlsbad, CA Description: Seismic Force on Rack with 20 Degree Tilt SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS ASCE 7·0513.3.1 Code: 2007 CBC, ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class: D Table 20-3-1, Defaun = D Zip Code: s.: 111.1000 %g s,: 42.1000 %g F.: 1.0560 Fv: 1.5790 s.,.: 1.1732 SM1: 0.6648 Sos: 0.7821 S01: 0.4432 Occupancy: II t,: 1 ap = 2,5 Rp = 3.5 Z= 30 h= 30 Seismic Force: F0 = 0.4apSosWp (RJI0) Fpc 0.6704 X W0 Fp,mln = 0.3Sosl0 X W, Fp,mln = 0.2346 X W0 Fp,max = 1.6Sosl0 X W0 Fp,max = 1.2514 X Wp Fp = 0.6704 X W0 FpiASD) = Fp X 0.7 = 0.4693 X w, Seismic: Table 11.4-1 Table 11.4-2 F.·s, Fv•S, 2/3(SMs) 2/3(SM1) x (1+2(z/h)) xW0 <-Governs (conservative) Wp =Solar Panel DL +Rack= 4.5 psf x 4.75 ft /2 Wp = 1 0.69 lb/ft Fp = 0.469xWp = 6 lb/ft Use71b/ft Page:A2 PAGE No. __ OF DATE : 06/09/09 BY: D.J.F. 1B9BO Via Tazon, Suite 200 San Diego, CA 921 27 Orle2 Engineering Struci/Jral & Bridge Engineers Phone# : (858) 335·7643 FAX 41: (658) 451-6142 Detertnlne with typical 20'x20' section of roof Dead load of Panels Project No.: PROJECT: Dead Load of Rack+ Panel Area of panel= 35.9 in x 61 .Bin.= 2218.62 in2 = 15,41 ft2 Total weight of panel = 40,1 lb Dead load = 2.60 psf Dead Load of Rack Member Z6x2.5xi 6 GA. Z4x2.25xi 6 GA. L2X2 2.5" pipe C3.5X16GA. MISC. Quantity 3 6 18 4 5 1 Linear Ft. 20ft 20ft 3.3 ft 2.5 ft 2.5 ft 1ft Dead load = 1.37 psi Dead Load of Panel t Rack Total= 3.97 psi Use 4,5 psi (Conservalive) UnitWt. 2.39 plf 1.99 pU 0.976 pll 5.8 plf 3 plf 10 plf Total weight= Tot;;d Area= Page:A3 PAGE No._~ OF DATE: 08/13/08 BY: Wt. O,J,F. i ,1.3.40 lbs 2''18.80 lbs f:>8.56lbs E·8.00 lbs ~:7.50 lbs 10.00 lbs 546.261bs 400 ft2 Page:A4 1 I I Results for LC 1, D+W (right) f0rie2 Engineering fstandard 8x1 0 Min. Pen (20 Degree Tilt) Rack f------, -~===J-------1._ foJ._F __ L.~~- ~ Aug 13, 2008 at 12:55 PM Node Labels I Rack·Bxi0-20 Degree-ALT-2 Min P ••• ---___________ ...L_ __________ _ ~ z X Rcsuhs for LC 1, D+W (right) Orie2 Engineering Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack DJF Member/Rack Layout Page: AS Stction Set> 12.S"PIPE 4·z~ s·z.a..n.o~ NorW'In Log l2X1.SX14GA Aug 13,2008 at 12:57 PM Rack·8x1 o-20 Degree-Al T-2 Min P .•• Page:A6 ·~----· -1 Results for LC 1, D+W (right) I Orie2 Engineering Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Aug 13, 2008 at 12:58 PM ___ M_e_mber La_b_el_s _______ _,_[ R_a_ck_-Bx10-20 Degree-AL T-2 Min P ••• [ Orie2 Engineering OJF Company Designer Job 1\lumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Global Dispiav Sections for Member Cales 5 - Max Internal Sections for Member Cales 97 Include Shear Deformation Yes Include Warping I Yes ,Area Load Mesh (in112) ___ I~'~· --~erge_Toler<!nce (in) ~elta Anal:tsis Tolerance :o.SO% Vertical Axis y Hot Roileirstee1 Code-------------,-ATsc-:A.stYi3th ___ -----1 Cold Formed Steel Code AISI 01: ASD Wood Code NDS 91/97: ASD Wood Temperature · < 100F I Concrete Code ACI2002 Number oTShear ReQions ---4 l Region S~acing Increment {in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectam:Juiar =l Use Cracked Sections Yes ~d Framing Warnings 'No Unused Force Warnings I Yes Cold Formed Steel Properties General Material Properties Hot Rolled Steel Properties Label 1 I HR_L T-GA-STEEL I 2 I HR PIPE-STEEL 3 HR SOLARPANEL Joint Coordinates and Temperatures tF LN~el ------~ru_ __ r ____ Y[ft] -2 --N2---f--o __ ____, -.5 -.5 I 3 N3 0 ·.5 4 I N4 0 I -.5 5 ! N5 0 ·.5 6 N6 I 0 2.5 I 7 N7 I 0 2.5 \ 8 N8 I 0 25 Density[k/1!'3] .49 .49 . 1 z [fll 0 iO 20 30 I 40 0 10 20 Page:A7 Checked By: . 40 __ ,-JJ;l_mp [F] Detach Fr ... ---~ j ~ 0 I 0 i -I I I 0 I 0 I ~ I Q ! AISA-3D Version 7.i .3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Aack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inch !RigJeHigh Seisn Company Designer Job 1\Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Coordinates and Temperatures (Continued) Page:A8 Checked By: Label X [ft] Y [ftj Z fftl Bm:m fFl Detach F~ ~190=r==~N=9----f---~o~ __ 4! _________ ~2~.5~---------+--~3=o~ __ 4i __ ~o--~----~l NiO 0 2 5 40 0 18 N18 I 0 \ 2.5 I 18 0 19 N19 0 2.5 22 0 0 1 1 2ilJ N20 0 1 2.5 25.25 ,_-21T,_21'-+ __ _______,_N,.,2,_,__1. o 2.5 ! 29.2=5 --+------"o._____~ _____ 1 22 N22 o 3.5 3 0 ! 23 N23 j 0 3.5 10.25 0 -~24'-+·--~N~24 _ o ----------~s~.s~--------~~--~1~7.~5----~-~o--~------25 N25 0 3.5 24.75 0 26 N26 0. 3.5 ' 32 ------+----0"-----+---------1 27 N27 0 2.5 39.75 0 28 N28 0 3.5 39.25 o 29 N29 8 ·.5 0 ' 0 I ,_3~2~ __ -7N713~2___ ~8----~----------·,.5 30 0~-+-----4 33 N33 8 ·.5 40 0 34 N34 8 2.5 0 0 f-3"'-"5'--+---'-"N"'-'35 8 2.5 1 0 0 I ~+---~N~36=---r'--~8~---+---------~2~.5~--------r-·--~2~0----+-~0--+---- I 37 I N37 8 2.5 30 0 --- 38 I N38 --~8,______ _____________ ___.,2"-:.5'-----------+! ---=--'4=0::------ti __ _,O,____--+------J 39 N39 8 2.5 32.5 0 4 i N41 8 I 2.5 .25 I 0 42 N42 8 2.5 3.5 i 0 ~~--~N-~4~3 ___ r---=8--+---------=2.~5 _________ +-~~7~.5=---t\ __ _,O,____--+-----t 44 N44 L__ 1 8 2.5 i 0.75 0 ____ _ 45 N45 L_ 8 2.5 i 4.75 ____,0"------+------1 46 N46 8 2.5 18 l 0 I 47 N47 8 2.5 ! 22 _J_______,0'----+--------1 48 N48 8 2.5 25.25 I 0 49 N49 8 2.5 29.25 0 50 N50 8 3.5 3 o 55 N55 8 2.5 39.75 0 I 56 N56 8 3.5 I 39.25 ~ I ~57~--+---------:NS? : 16 I -.5 --------·t----~--"''------~---~ ~--~=~s~~--~N~s~s~--+----1~6 ___ -+r--~--------~·s~ i 10 o ,,~s9~+----~Ns~s~--~~-----~1s~--~~i-------------~·s~---------~~----~2o =~o==~~=====~ 60 N60 16 ·.5 30 0 i I 61 N61 16 ·.5 40 0 I 62 I N62 I 1 6 2.5 0 01 !_. I 63 1 N63 16 2.5 1 o 0 . . 64 N64 16 2.5 20 0 '-"'65.,_---'-I _ _____,_N""'6""'5__ 16 2 5 ' 30 _,0_--'i __ ------.~ RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inch IR!melilgh Seisn Company Designer Job 1\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Coordinates and Temperatures (Continued) Label Xfftl Yfftl 66 N66 16 2.5 I ' 67 N67 16 2.5 68 N68 16 2.5 69 N69 16 2.5 70 I N70 i6 I 2.5 71 N7i 16 I 2.5 _n_ N72 16 I 2.5 73 N73 16 2.5 74 N74 16 2.5 i ' 75 N75 16 2.5 76 N76 16 I 2.5 77 I N77 I 16 2.5 --~-i= 78 N78 16 3.5 , 79 I N79 i6 § 3.5 80 I N80 16 3.5 I 81 N81 16 3.5 82 N82 16 3.5 83 N83 16 2.5 84 N84 16 ., 3.5 I 85 N85 I 24 l ·.5 I 86 N86 24 ·.5 ---r 87 N87 24 ·.5 88 N88 24 ·.5 89 N89 24 ·.5 90 N90 24 2.5 91 N9i 24 2.5 92 N92 24 2.5 93 I N93 24 I 2.5 94 I N94 24 2.5 .~s N95 24 2.5 I 96 N96 24 2.5 I ' 97 N97 24 2.5 98 I N98 24 2.5 99 N99 24 2.5 iOO NiOO 24 ' 2.5 i 01 N101 24 2.5 I 102 N102 24 2.5 I 103 N103 24 2.5 c-ffi-4_ _ Ni04 24 ' 2.5 105 N105 I 24 2.5 106 N106 24 3.5 107< Ni07 24 i 3.5 I 108 Ni08 24 3.5 I 109 I N109 24 I 3.5 1 i 0 I Ni10 24 3.5 i 1 1 1 ' N111 24 I 2.5 112 N112 I 24 I 3.5 113 N113 32 -.5 ii4 Ni14 ! 32 -.5 i 15 I N115 32 -.5 I 1H! 1 N116 J 32 I -.5 I -117 N117 _l 32 -.5 i i 8 N118 32 2.5 119 Ni19 32 2.5 120 N120 32 I 2.5 121 Ni21 32 2.5 122 Ni22 32 25 Page:A9 Checked By: Z[ft] Temo fFl Detach Fr • 40 I 0 32 5 0 36.5 0 ' .25 ' 0 I 3.5 0 7.5 0 i 0.75 0 14.75 0 18 I 0 I 22 0 25.25 0 29.25 0 3 0 I 10.25 --0 17.5 0 24.75 0 _j_ 32 i 0 ! 39.75 0 I --39.25 0 0 0 10 ; 0 20 0 30 0 40 1-0 0 0 ' 10 i 0 20 0 30 I· g 40 32.5 i 36.5 I Q .25 0 3.5 0 7.5 ' 0 ! 10.75 0 I 14.75 I ~ 18 22 25 25 29.25 0 3 0 10.25 0 17.5 '-++----24.75 32 I 0 I 39.75 0 39.25 0 0 0 10 0 '- 20 +=F-~ 30 40 0 0 I 0 10 0 20 0 30 0 I "l 40 0 RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-:36 inch IR:fmB11!gh Seisn Page: A10 Company Orie2 Engineering Designer DJF ==J=o=b=N=u=m=b=e=r ========S=ta::n=:d::::a:::::rd=8=x=1=0=M=i=n·=P=e=n=t='2=0=0=e=g=re=e=T=i=lt)=R=a=c=k======G=hecked By: Joint Coordinates and Temperatures (Continued) ,----,------=-'L,.,alb_ei__~--.-Xf...,ttJ_----, _____ ___LY--"'[ft,._] _____ --.-_ __,.,Z""[ft_"cJ --,~Te""m"'"p'-"[F'-'-] _l)_etach Fr ... ~~43 _____ N~1,2~3~--+---~3~2~---ii ____________ =2.~5 __________ ~1~----~3=2~.5~-==L1 --~0--~---- L.e;• JIJi24 32 2 5 I 36.5 -t-___,0,____-+------1 1--1,_,2=5+----':-'N'--'-1_,25 32 2.5 -1--l -------"'""2::--5--+----"'0--+-------1 126 N126 32 ~ 2.5 II 3.5 -t-"-0----1------ 127 N127 32 ----~2=.5=--------+---_!J7 . .,_5 ___ ~1 I, __ __,0 __ -+------1 128 N128 32 I 2.5 :10.75 0 129 N129 I 32 2.5 14.75 I 0 I, _ __j 130 N13o 32 2.5 18 1 _ ___,o,__--+-----11 }33_;2 . J)Jj 31 32 ...... 2....,5:'c--------+---:'2,.,:2:c=--+--'o'---+-r---~l , Ni32 32 2.5 25.25 0 _ _ 133 N133 32 I 2.5 29.25 o ~~ i~~3;~6 I ~~~~ ~~ =t ~:~ iQ:25 g li -- N136 32 3.5 17.5 0 _ 137 N137 I 32 3.5 24.75 I 0 N140 32 ----~3~·=5 ________ _LI_-=39~-~25~--~!, --~0--~---- Joint Boundary Conditions Joint Label X[k/i11]___ Y_lklinL Z fk(lnl X Rol.lk-ft/radl Y Ro!Jk-ft/radl Z Rot.rk-ft/radl Footina 1 Ni I Reaction Reaction Reaction 2 N2 Reaction ! 3 N3 Reaction Reaction Reaction 4 N4 Reaction 5 N5 Reaction Reaction Reaction I 6 N29 Reaction 7 N30 Reaction I 8 N3i Reaction I 9 N32 Reaction 10 N33 Reaction 11 N57 Reaction Reaction Reaction I I 12 N58 Reaction i I _l_L --~-59 Reaction Reaction Reaction i -~-14 N60 I Reaction I I iS N61 I Reaction Reaction Reaction --16 ' NBS Reaction 'I 17 N86 Reaction iS N87 Reaction I --+-19 N88 __ ,__Beaction I 20~89 Reaction =+ I ~1 N113 Reactjon I Reaction Reaction I I ----22 Ni 14 Reaction I 23 Ni 15 Reaction Reaction Reaction 24 Ni16 Reaction I I I I 25 N117 Reaction i Reaction I Reaction I I ____j -'------ Member Primarv Data Label I Joint J Joint KJoint Rotate(deg) SecjiQn/Shapg T)lpe Design List Miiterial Deslgn Rules I 1 M"l I N1 N6 I I I 2.5"PIPE I Beam I Pige IHR PiPE-.. ! Tvoical I I 2 M2 I N2_ N7 I !Non-Pen Lea Beam GS cF LT-G ... 1 Tvoical I I 3 M3 I N3 NS I I 2.5"PIPE Beam r Pige IHR PIPE· .. j T)[gical I I 4 M4 J N4_ N9 I INon-Pen lea Beam GS CF LT-G •.• · Tvoical I t 5 I M5 I NS NiO I I 2.5"PIPE Beam Pioe IHR PIPE-.. , T~Qicalj 6 M6 I N6 Ni3 I 16" Z-Channel Beam None lCf').T-G •.• I T¥Bical_ RISA-30 Versron 7.1.3 [\ ..• \ ••. \ ••• \ ... \ ••• \ •.. \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Mrn Pen 4 Bays-36 1nch IRlgJEJ-.IIigh Seisn Company Designer Job !\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Primary Data (Continued) Page: Ai1 Checked By: Desian List Label I Joint J Joint KJoint Rotate Ideo) Section/Sh~ Tvoe rv·raterial DesignB.!Jles 7 M7 N14 I N22 I L2X1.5X14GA Beam None GEN LT-•.• j TllQical-. 8 Ma N16 N23 L2X1.5X14GA Beam None GEN LT-... 1 Tvoicaf-- 9 M9 N18 N24 \ i L2X1.5X14GA Beam_j_ None GEN LT-... Tvoical 10 M10 N20 N25 I L2X1.5X14GA Beam 1 None GEN LT-..• Tvoical -11 M11 Ni 1 N26 I L2X1.5X14GA Beam None GEN LT-... Typjcal 12 M12 N27 N28 I L2Xi.5X14GA Beam None GEN LT-••• Tvoical 13 M13 N13 I N14 6" Z-Channel Beam 1\lone CF_ LT-G •.• Tvoical 14 M14 N14 N15 I 6" Z-Channel Beam I None CF __ LT·G •.• Tvoical 15 I M15 N15 N7 6" Z-Channe Beam None CF LT-G ... Tvoical 16 M16 N7 N16 16" Z-Channel Beam None CF __ LT-G ... Typjcal I 17 I Mi7 N16 I N17 I 6" Z-Channel Beam None CF LT-G ..• I Typical t~ 18 M18 N17 N18 6" Z·Channel Beam 1 __l':Jg_[J_L_ CF_LT-G ... Typical 19 \ M19 I Ni8 N8 6" Z-Channel Beam None CF __ LT-G ... Typical Q4 M20 N8 N19 i 6" Z·Channell Beam None 1CF __ LT-G .•. , Typical I 21 M21 N19 N20 6" Z-Channeil Beam 1 None CF __ LT-G ..• Typical I ~--M22 I N20 N21 6"Z-C!:J~I __ Beam ) None CF_ LT-G ... Iyp~ 23 M23 N21 N9 6" Z-Channel Beam 1 None CF_ LT·G ..• Tvoical 24 M24 I N9 J_Nii 6" Z-Channel Beam ' None CF __ L ~-G ... J--:"Im!C9~ ' 25 ---< I M25 N11 N12 6" Z-Channei Beam None CF_ LT-G ... ' Tvoical ~6 M26 __ N12 N27 6" Z-Channel~ Beam None CF __ LT·G ... TYoical I 27 M27 N27 NiO 6" Z-Channell Beam -None ICF LT-G ... TYoical 28 M28 N29 N34 Non-Pen Leal Beam cs CF _LT·G ..• Tvoical 29 M29 N30 N35 Non-Pen Lea Beam cs jCF __ LT-G ... TYoicai L..:iO M30 N31 N36 --Non-Pen Lea Beam CS CF LT-G ••• I TyQical 31 M31 N32 N37 Non-Pen Lea Beam cs 1CF _L T-G ... I T:~cal I 32 M32 N33 N38 I Non-Pen Lea Beam CS CF LT·G ... T real 33 M33 N34 N41 I 6" Z-Channel Beam 1 None_~p-G ... Tvoical 34 M34 N42 NS~ L2X1.5X14GA Beam None jGEIIJ LT-... Tvoical 35 M35 N44 N51 L2X1.5X14GA Beam None GEN LT-•.• Tvoical ~_§___ ~-M3~-N46 N52 L2X1.5X14GA Beam I None GEl~ LT-•.• Tvoical 37 M37 N48 N53 L2X1.5X14GA Beam None GEN LT-... Typical 38 M38 N39 N54 L2X1.5X14GA Beam! None GEN LT· •.• Tvoical 39 M39 N55 N56 I L2Xi .5Xi 4GA Beam None GEN LT-... Typjcal 40 M40 N41 N42 6" Z-Channel Beam I None CF LT·G ... Tvoical I 41 M41 N42 N43 +--~-----6" Z-Channel Beam\ None CF __ LT-G ... Tvoical 42 M42 N43 N35 6" Z-Channei Beam None ICF_LT-G ... T![Qical ~ M43 N35 N44 I 16" Z-Channel Beam None CF LT-G ... I Tvoical 44 M44 N44 N45 16" Z-Channel Beam None CF LT-G ... Tvoical ' 45 M45 N45 N46 _16" Z-Channel Beam None CF __ LT-G ..• Tvoical 46 I M46 N46 N36 .6" Z-Channel Beam None CF __ LT-G ... Tvoical 47 M47 N36 N47 is" Z-Channel Beam None CF LT·G ... Tvoical 4B_ M48 N47 N48 \6" Z-Channel· Beam None CF _LT-G ... I Tvoica! 49 M49 N48 I N49 i 6" Z-Channel Beam, None CF LT·G ... Tvoical 50 MSO N49 N37 6" Z-Channel Beam None 1CF LT-G ..• Tvoical 51 M51 N37 N39 i 6" Z-Ghannel Beam None CF LT-G ..• Typical 52 M52 N39 I N40 6" Z-Channel Beam 1 None CF LT-G ... Tvoical 53 M53 N40 N55 6" Z-Channel Beam+ None CF LT-G ... , T'lQical 54 M54 N55 N38 6" Z-Channel Beam i None GF LT·G ••• Tvoical 55 I M55 : N57 N62 2.5"PIPE i Beam! Pioe HR _PIPE-.. Typical 56 I M56 N58 N63 --I-· Non-Pen Leg)_ Beam I cs CF LT-G ... Typjcal ___ 57 I M57 N59 I N64 I 1 2.5"PIPE 1 Beam I PiPe HR PIPE· .. Typical 58 M58 N60 N65 1Non·Pen Leg] Beam cs CF LT-G ••• Typical 59 M59 N61 N66 2.5"PIPE , Beam Pl!;Le ~PIPE· •• Tvoical 60 M60 N6;?_._ N69 ---.-·-~-----)§" Z-Channell B?am None ---~~T-G ... Typical 61 M61 N70 N78 J jL2X1.5X14GA Beam None GEN LT-... Tvoical 62 I M62 N72 ' N79 L2X1.5Xi4GA Beam 1 None GEN LT-... Typical 63 I M63 N74 N80 I L2X1.5X14GA Beam None GEN LT-••• Tvoical RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inch lRlyJeHlgh Seisn Orie2 Engineering DJF Page:A12 Company Designer Job /\lumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Primary Data (Continued} Label I Joint J Joint K Joint Rotateldeal SeclionfShaoe Tvoe Desian List lVI at eriai Desian Rules *±-M64 • N76 N81 L2X1.5X14GA Beam None GEN LT-••. Tvoical 5 M65 ~67 N82 L2X1.5X14GA Beam I None GEN LT-... Tvoical ~?6 i M66 N83 N84 =f.Xi .5X14GA Beam Non~-~N LT· ..• Tvoical_~ I 67 M67 N69 N70 r--Z-Channel Bea~-t-None CF LT-G ... TypicaL~ ~a M68 N70 N7i ~~ 6 Z·Channel Beam None CF __ LT·G ... i T~ 69 M69 ! N71 N63 I Is" Z-Channel Beam None CF_ LT-G ... Tvoical 70 M70 N63 N72 ! 6" Z·Channel Beam I None CF_LT·G ... Tvoical 71 M71 N72 N73 6" Z-Channel Beam! None CF._LT-G ... Tvoical 72 M72 N73 N74 6" Z-Channel Beam None CF __ LT-G ... Tvoical 73 M73 N74 I N64 6" Z-Channei Beam None ICF __ LT·G ... Tvoical c..l.:L,_ M/4 I N64 N75 6"Z-Channel Beam None CF _LT·G ... Tvoical 75 I M75 N75 I N76 I I 6" Z-Channel Beam None GF,_LT-G ... Tvoical 76 M76 N76 N77 -I 6" Z-Channel Beam None CF,JJ·G ... Tvoical i 77 M77 N77 N65 6" Z-Channel Beam None CF __ LT·G ... Tvoical 78 I M78 N65 N67 6" Z-Channei Beam None CF __ LT-G ... Tvoical l 79 I M79 N67 N68 I 6" Z-Channel Beam None CF_LT-G ... _ Tvoical 80 M80 N68 N83 6" Z-Channel Beam None CF LT·G ... Tvoical -M81 N83 N66 6" Z-Channel Beam' None CF LT-G ... Typical ,!U____ M82 N85 N90 Non-Pen Lea Beam cs "~ -Tvoical 82 I CF _LT-G ... 83 M83 N86 N91 Non-Pen leo Beam cs CF _LT-G ... ~"Dmk~ 84 M84 N87 N92 .Non-Pen leo· Beam cs CF _LT-G ... Tvoical 85 M85 N88 N93 Non-Pen le_g Beam cs CF __ LT-G ... tvpical 86 M86 N89 N94 Non-Pen Lea Beam cs GF _LT-G ... 1 Tvnical 87 M87 N90 N97 6" Z-Channel Beam None CF _LT·G .. -l Tvpic;_~ 88 M88 N98 Ni06 I L2X1.5Xi4GA Beam None GEN---rr::T Tvoical 89 M89 NiOO Ni07 L2X1.5X14GA Beam None 'GEN LT-... l)Loical ~ M90 I N102 N108 L2Xi.5X14GA Beam None GEN LT· ... Tvolcal ,n_ ____ Mill_-+ N104 N1Q9 I I L2X1.5X14~ ~earn None GEN LT-... Tvoical 92 M92 N95 N1i0 l2X1.5X14GA Beam None GEN LT· ... ' Tvoical 93 M93 N111 Ni12 L2X1.5X14GA Beam None GEN LT· ... Tvoical 94 M94 N97 N98 I 16" Z-Channetl Beam None 'CF _LT·G .... Tvoical I 95 M95 N98 N99 6" Z-Channel Beam 1 None CF LT·G ... Tvoical 96 I M96 N99 N91 6" Z-Channei Beam! None CF LT-G ... Tvoical 97 M97 N91 N100 I 6" Z-Ch,gnnei Beam None CF LT-G ... Tvoical 98 M98 N100 NiOi 6" Z-Channe! Beam None CF LT·G ... Tvoical 99 M99 N101 N102 6" Z-Channel Beam None CF _LT-G ... Typical [iQQI MiOO I N102 N92 I 16" Z-Channel Beam None CF LT-G ... tvpica,!- 101 I M10i N92 I N103 6" Z-Channel Beam None CF LT-G ... typical 102 M102 N103 N104 6" Z-Chano~ Beam None CF LT-G ... Tvoical_ I CF LT-G ... 103 M103 N104 N105 6" Z-Channel Beam I None Tvoical 104 M104 N105 N93 6" Z·Cha.nnel Beam None CF LT-G ... Tvoical 105__ M105 N93 N95 6" Z-Ghannel Beam None CF LT-G ... Tvoical 10§___ --M106 I N_95 N96 f---6" Z-Channel Beam NonE!_ __ ~I.LT-~J--YQk:..a!- i 07 M107 N96 N111~ 6" Z-Channel Beam None CF IL T-G ... ' Tvoical 108 M108 N'lii I N94 6" Z-Channel Beam None CF I~T-G ... Tvoical 109 M109 N113 N118 2.5"PIPE 1 Beam Pioe HR PIPE-.. Tvoical 110 M110 Ni 14 N119 Non-Pen Le_g_ Beam cs 'CF LT-G ... r Tvoical 111 M111 N115 I N120 2.5"PiPE Beam Pioe HR PIPE-.. Tvoical 1 i 2 Mi12___ I---__HjJ§_l_____N121 Non-Pen Leg Beam cs CF LT-G ... Tvoical _jJ3 M113 N117 Ni22 I 2.5"PIPE Beam Pioe HR PIPE-.. Tvoical 114 I M114 N118 N125 6" Z-Channei Beam i None 1CF LT·G... Tyoical 115 M115 N126 N134 ! L2Xi .5X14GA Beam None GEN L T-~:r+voi~, 116 Mi16 Ni28 N135 L2X1.5X14GA ' Beam , None GEN LT· ... Tvoical _jj_7 M117 -.,--!i1~ N136 L2Xi.5X14GA Beam None GEN LT-... Tvoical 118 Mti8 N132 N137 L2X1.5X14GA Beam None GEN LT· ... Tvoical 1 i 9 Mi 19 Ni23 i N138 L2X1.5X14GA Beam None GEN LT-... Tvoical 120• M120 Ni39 N140 I L2X1.5X14GA Beam None GENLT-... Tvoical RISA-30 Version 7.1.3 [\ ... \ ... \ ..• \ ... \ ... \ •.. \ ... \ .•• \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-:!6 inch ~H!gh Seisn Orie2 Engineering DJF Page: A13 Company Designer Job 1\Jumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Primary Data (Continued} Label I Joint J Joint KJoint Rot<llJW:leol Section/ShaJ:le Tyge De;;igtLLi§L_ tvlaterial DesiOJ! Rules 121 M12i Ni2S Ni26 __ qchannell Beam I None ICF LT-G... Typical 122 M122 Ni26 N127 6" Z-Channel Beam None ICF LT-G ... \ Tvnical I 123 M123 N127 N119 6" Z-Channel Beam None CF LT-G ... r Typical ~I Mi24 N119 N128 I 6" Z-Channel Beam I None Cf' LT·G ... ) Tvoical 125 M125 N128 Ni29 -6" Z·Channel' Beam None CF LT·G ... TllQical 126 Mi26 Ni29 N130 6" Z-Channel Beam I None c~-LT-G ... I Tvoical 127 M127 N130 N12.Q_i-_ 6" Z-Channel Beam None ICF LT-G ... I Typical 128 M128 Ni20 N131 I 6" Z.Channel Beam! None 'CF __ L T-G ... i Tvoical 1129 M129 N13i Ni32 6" Z-ChanneJi Beam None CF_ LT-G ... TvJlical 130 M130 N132 N133 6" Z-Channel Beam None CF __ LT-G ... Tvoical i 31 M13i N133 N12i 6" Z-Channel Beam None CF LT-G ... I T~_ 132 M132 Ni21 Ni23 1 6" Z-Channel Beam None CF __ LT-G ... Tvoical __ I 133 M133 N123 N124 I 6" Z-Channel Beam None :CF LT-G ... Tvpicfl.!_ ~·~ 134 M134 N124 N139 ------6" Z-Channel Beam__ None 'CF _ _LT·G .•• Tvoical 135 Mi35 Ni39 Ni22 16" Z-Channel Beam None CF __ LT-G ..• TY"Qical ~3Qj ___ Mi 3~--c---W-~--_N4L_ f-----+-------4" Z-Channel' Beam 1 None CF LT-G ... I Typic_a, __ I 137 I M137 N41 N69 4" Z-Channel Beam None CF LT-G ... I Tvoical 138 Mi38 N69 N97 f-----4" Z·Channel Beam None __ gp-G ... I Typ~c%1__ i 139 M139 N97 f\J125i ____ 4" Z-Channel Beam None CF _LT-G... T !cal 140 M140 N22 NSO 4" Z·Channel Beam None CF _LT-G ... Tvoical 141 M141 NSO N78 l 4" Z·Channel Beam None CF LT-G ... Tvoical 142 M142 N78 Ni06 4" Z·Channel Beam None CF __ LT-G ... TYoical 143 M143 N106 N134 4" Z-Channel' Beam None CF __ LT-G ... Typical ' _H~ M144 N15 N43 4" Z·Channel Beam 1 None CF _LT-G ... Tvoical 145 i Mi45 N43 N71 4" Z-Channel Beam None CF _LT-G ..• Tvoical 146 I M146 I N71 N99 i 4" Z-Channel Beam None CF LT·G ... TvJlical 147 Mi47 N99 N127 ' 4" Z-Channel[ Beam None CF LT-G ... Tvoical I 148 i M148 ' N23 N51 I 4" Z-Channel Beam 1 None CF __ LT-G ... Tvoical 149 Mi49 N51 N79 4" Z-Ghannel Beam None CF _LT-G ... I Tvoical 150 M150 N79 N107 4" Z-Channel Beam None CF __ LT·G ... I Tvoical 151 ' M151 I N107 Ni35 4" Z-Channel Beam None CF .LT·G .•• Tvoical 152 M152 N17 N45 14" Z-Channel Beam None CF _LT·G ... Tvoical I iS3 M1S3 N45 N73 4" Z-Ghannel Beam· None CF LT-G ... Typical 1S4 M154 N73 Ni01 • 4" Z-Channel Beam: None CF LT-G ... 1 T\/Ojcal iSS MiSS N10i Ni29 14" Z-Channei Beam 1 None CF _LT-G ..• T'lQical 156 M156 N24 N52 I !4" Z-Channel Beam~one CF LT-G •.• T'lQical '157 M157 N52 N80 4" Z--Channel Beam None CF_LT-G •.. Tvoical 1S8 M158 N80 N108 4" Z·Channel Beam None CF LT·G ... Tvoical 159 Mi59 NI08 N136 4" Z-Channel Beam None GF LT-G ... Tvoical I -160 Mi60 N19 N47 4" Z-Ghannei Beam None GF LT-G ... Typical 161 M161 N47 N75 4" Z-Channel Beam None CF LT-G ..• I Tvoical i62' Mi62 N75 Ni03 4" Z-Channei Beam None CF .LT-G ... Tvoical i 63 M163 N103 N131 4" Z-Channel Beam, None CF LT-G ... I T)lgical 164 i M164 N25 NS3 4" Z-Channe! Beam None CF LT-G ... T\IQical 165 M16S I N53 I N81 4" Z-Channel Beam None CF LT·G ... , Tvoical 156 Mi66 N81 N109 4" Z-Channel Beam\ None GF LT-G ..• Tvoical r-167 M167 N109 I Ni37 4" Z-Channel Beam I Non_!L__ CF LT-G ... Tvoical 168 M168 N21 ~N49--I 4" Z-Channel Beam None CF LT·G ••• Tvoical I ~-Mi69 N49 N77 '4" Z-Channel Beam j None CF LT-G ... Tvoical i 170 M170 N77 N105 4" Z-Ghannel Beam' None CF LT-G ... TllQicg.~ 171 M171 N105 ! N133 4" Z-Channel Beam None I,CF LT·G ..• T\lQical 172 M172 N26 N54 4" Z-Channei Beam None CF LT·G.;. Tvoical 173 M173 N54 N82 4" Z-Channel Beam i None 1cF ILT·G ... Tvoical 174 M174 N82 I Ni10 I ---l£:__z-Ch ann.?~ Beam, None CF LT-G ... ~-:.Dmi~E!--I 175. M175 N110 N138 L4" Z-Channel Beam I None CF LT-G ... Tvoical ' 1761 Mi76 Ni2 N40 4" Z-Channel Beam None ICF LT-G ••• T\'Qjcal LJ77i M177 I N40 N68 I 4" Z-Channel Beam 1 None ICF _ _j.T-G ... Tvoical I RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inch !RlgJeHlgh Seisn Company Designer Job Number Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Primary Data (Continued} Label !Joint J Joint KJoint Rotaleldea) Seclion/Shaoe Tvoe cJJ~+-Mi78 N68 N96 l i 4" z~channel Beam 179 Ml79 N96 N124 I I 4" Z-Cbannel Beam i 180 M180 N28 N56 I I 4" Z·Channel Beam 181 M181 N56 N84 +--===+ 4" Z-Channelt Beam 182 M182 Page:A14 Checked By: Desianlist rvraterial Desian Rules None .CF LT·G ... I Tvoical None .GF LT·G ... i Tvoical None GF_LT·G±1:~ca! None GF LT-G... T leal None 183 M183 I N84 1 Ni 12 --t N112 fN140 I ~ jfi·Channell Beam ~-Channell Beam None GF __ LT-G ... , T\fQical __ QF'J T-G... Typical I Plate Primary Data -~L-Lab!i1! A Joint B Joint CJoint D Joint Material Thickness.., I 1 P1 ' N13 N22 NSO N41 GEN SOLARPAI\IEL 1 2 I P2 I N41 NSO I N78 +-NS9 GEN SOLARPAI\.IEL I 1 3 i P3 i N69 N78 N106 N97 ! GEN SOLARPAI\IEL I 1 4 P4 N97 N106 i N134 N125 GEN SOLARPAI\IEL 1 5 pg N15 I N23 NSi N43 GEN SOLARPANEL 1 6 PiO N43 N51 N79 N71 GEN SOLARPMIEL i 7 Pi1 N71 N79 N107 N99 I GEN SOLARPANEL I 1 8 Pi2 N99 N107 N135 N127 GEN SOI..ARPAI\IEL 1 9 P17 Ni7 N24 N52 i N45 GEN SOLARPAI\IEL 1 I ~ P18 N45 N52 ~80 N73 GEN SOLARPANEL 1 ,1.1 ! P19 N73 N80 I Ni08 I NIDi GEN SOLARPANIEL __ __ __1___ 12 ! P20 NiDI N108 N136 N129 GEN SOLABPANEL 1 13 P25 N19 N25 N53 N47 GEN SOLARPANEL 1 14 P26 N47 N53 N8i N75 GEN SOLARPANEL 1 15 P27 N75 I N81 Ni09 N103 ' GEN SOLARPANEL I 1 16 P28 Ni03 N109 N137 I Ni31 GEN SOLARPANEL 1 17 P33 I N21 N26 N54 N49 GEN SOLARPANEL 1 16 P34 N49 N54 N82 N77 GEN SOLARPANEL 1 19 P35 N77 N82 J N110 Ni05 GEN SOLARPANEL 1 20 P36 Ni05 NiiO N138 Ni33 GEN SOLARPANEL 1 21 P41 Ni2 N28 N56 N40 I GEN SOLARPANEL 1 22 P42 N40 N56 N84 N68 GEN SOLARPANEL 1 23 P43 N68 N84 Ni 12 N96 GEN SOLARPANEL ----J 1 I 24 P44 I N96 I N112 Ni40 N124 GEN SOLARPANEL I 1 Basic Load Cases BLG D c t X G Y G Z G J . P . t o· 'b d A (M b ) S f (PI ) escnpt1 ... a eoorv ra ... ra ... ra .. omt o1n 1stn ute rea em er ur ace ate I 1 Jsolar Panel DLI None I I I I I 48 I I I ! 2 Wind(Up/Do ... None I I l l l 48 i \ J 3 Wind lHoriz) None I I l I j 48 I -+----~ 4 EO(N-S) -None I ± I I 48 i I I 48 I L~E..QLE..-WL~-None _L_ __ I Member Distributed Loads (BLC 1 : Solar Panel DL) Member Label Direction Start Magnilude(k/f!_,QegJ End Magnitude[klft.... Start Localion{ft,%] . End Locati~ 1 M136 y I -.011 I -.011 J 0 ~ 0 2 M137 y -.011 i -.01 1 J 0 J 0 3 M138 I y ·.011 i -.Oi 1 l 0 $ 4 I Mi39 ~ ___ v __ -.011 -.011 t--0 5 .. M140 i Y -.011 -.011 0 •. 0 6 I Mi41 y -.01 i -.011 + 0 _I o I 7 l Mi42 y -.Oi 1 -.Oi 1 0 ! 0 8 M143 y -.011 -.011 0 I 0 I I 9 M144 y -.011 I -.011 I 0 ! 0 __j RISA-30 Version 7.1.3 ~ .... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays-:36 inch lfbm;elilgh Seisn Page: A15 Company Orie2 Engineering Designer DJF ===J=ob=l\l==u=m=b=er========S=ta=n==d=ar=d=8=x=1 O=M=in=·=P=e=n={2=0=D=e=g=re=e=T=i=lt)=R=a=c=k=====C=hecked By: _Member Distributed Loads (BLC 1 : Solar Panel DLJ (Continued) Member Label Direction Start Maonitudefkift deal End Maonitudefk!lt.. Start Locationfft %1 End L ocationfft %1 10 Mi45 y I -.011 b.011 I 0 0 11 Mi46 y -01 1 -011 0 $ 12 1\11147 y -.011 -.011 -0 13 M148 y -.011 -.011 0 I -e-M. i Mi49 y -.01 i -011 0 0 15 ' Mi50 y -.01 1 -.011 0 0 16 I 1\11151 y -·.Oi i -.01 i 0 0 ---"17-;------Mi52 y -.01 1 -.011 0 0 18 M'153 y -01 i -.011 I 0 0 19 M154 y -.0"11 ' -.011 i 0 0 20 Mi55 y -.Oi 1 I -.011 I 0 ' 0 21 M156 y -.01 1 -.011 0 ~~3 22 Mi57 y -.011 + -.01 i 0 ~ M158 y -.01 1 -.011 0 I 0 24 Mi59 y -.011 I -.011 0 0 _25~ __ _Ml§Q_ __ 1-___y_--j--.011 -.011 0 0 26 Mi 61 y -.01 i -.011 0 0 27 Mi62 I y ·.Oi i --L ·.Oi i 0 0 --28 M163 y -.Oi i I -011 I 0 0 29 M164 y -.011 -.011 0 0 30 M165 y -.011 i -.01 i 0 0 31 M166 I y ·.Oi i -01 i 0 0 32 Mi67 y -.011 -.011 0 0 33 Mi68 y -.01 1 -.011 0 0 34 Mi69 y -.01 1 -.011 0 0 35 ' MilO y -.01 i -01 i 0 0 36 Mi71 y -.01 i -.Oi 1 0 (_) 37 M172 y I -.011 I -.01 i 0 1---_Q___--38 Ml73 I y -.01 i -01 i I 0 0 39 Ml74 y -.011 -011 0 $ 40 M175 y -.01 i -.011 0 41 M:176 y -.OJ 1 -.01 i 0 42 M177 y -.{)11 -.Oi i 0 43 Mi78 y ' -.01 1 -.011 0 44 Mi79 y -.Oi i -.Oi 1 0 I g J 45 M180 I y -.Oi 1 -.01 i 0 46 I M'181 y I -.011 -.011 0 -I 4 ~r-M182 y -.011 -.01 i 0 g ! 48 M183 y __L -,011 I -,01 i I 0 L_ 0 I Member Distributed Loads fBLC 2 : Wind (Up/Down)) Member Label Direction Start Magnitude[klft deg] End Magnitude[klft Start Location!fi.'l!,L End Locatio~ :••• 0 0 1 M136 I y i .005 I .005 I 0 0 i I --2 Mi37 y 005 I 005 0 0 3 Mi38 y .005 .005 0 0 4 Mi39 y .005 .005 0 I 0 5 ! Mi40 y 005 .005 0 0 6 Mi41 y .005 .005 0 0 7 Mi42 y .005 .005 0 0 8 Mi43 y .005 .005 0 0 9 M144 y .005 .005 0 ' 0 10 M145 y .005 I ,005 I 0 rfJ r-1-Jf-Mi46 y .005 I .005 0 ' v 12 M147 y I .005 .005 0 0 13 r Mi48 y .005 .005 I 0 I 0 ' 14 l M149 1---'f._ __ .005 .005 0 I 0 -~ 1ST M150 y .005 .005 0 L o RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bxi 0-20 Degree-AL T -2 Mm Pen 4 Bays-:36 inch l.fameHlgh Seisn Company Designer Job !\lumber Orie2 Engineering DJF Standard 8xi 0 Min. Pen (20 Degree Tilt) Rack Member Distributed Loads IBLC 2 : Wind (Up/Down)} (Continued) Page: A16 Checked By: __ Member Label Direction Start Maanitudefk/ft deal End Maanitudelk/ft . Start L ocationlft %1 End Localionltt %1 _1~ Mi51 I y .00!:! .005 I 0 0 17 Mi52 y .005 005 I 0 0 i8 M153 i y .005 .005 0 0 --"JlLr--Mi54 I y .005 c.oos 0 0 --20 Mi55 y I .005 .005 0 t----------0 21 Mi56 I y .005 I .005 I 0 0 22 Mi57 y .005 .005 0 0 23 Mi58 y .005 .005 0 0 24 Mi59 y 005 005 I 0 0 I 25 Mi60 y .005 .005 0 I 0 26 Mi61 y I .005 .005 0 0 I 27 M162 y I .005 .005 0 0 28 ! Mi63 y .005 I .005 I 0 ·~ 0 29 Mi64 y .005 ___,J)Jlli_ ~ 0 0 --- 30 M165 y .005 I .005 0 0 31 Mi66 I y .005 I .005 I 0 0 32 M167 y 005 .005 r 0 0 ~ ____ M_j_§~----~ 'c-~ t .005 r-.005 0 0 --34 Mi69 .005 .005 0 0 ~-M170 .005 .005 0 0 36 M171 .005 I .005 0 0 37 Mi72 y .005 .005 0 0 38 Mi73 y .005 .005 0 0 I 39 Mi74 y .005 I .005 I 0 t---0 --40 Mi75 y .005 .005 0 0 41 Mi76 I y i .017 .Oi 7 0 I 0 42 Mi77 y .017 .017 I 0 0 43 Mi78 y .017 .017 -0 0 --44 M179 y .017 .017 I 0 0 45 Mi80 y .017 .017 0 0 46 Mi8i y ' .017 .017 0 0 ! 47 Mi82 y .017 .017 I 0 0 48 M/83 y .017 .017 I 0 0 Member Distributed Loads IBLC 3 : Wind lHorizn Member LabeL_ Direction Start Magnitude[kl~ Magnitude[klft.... Start Location[tt.%j End Location[ft.0&L ~-1 Mi36 ---r-z I 005 --1-005 I 0 I 0 I 2 M137 z .005 .005 I 0 -r---o-- 3 Mi38 z .005 .005 0 0 4 M139 z ,005 ,005 0 I 0 d-~ Mi40 Z_~ .005 .005 0 0 Mi4i z .005 .005 r-0 i 0 , 7 I Ml_42 z .005 .005 0 ! 0 I 8 . M143 z 005 005 0 0 9 Mi44 z .005 .005 0 0 iO Mi45 z I .005 .005 0 0 11 Mi46 z .005 .005 0 0 12 Ml47 z .005 .005 0 0 13 Mi48 z .005 I .005 I 0 0 14 M149 z .005 .005 0 0 ._15 M150 z I .005 ~ .005 i 0 t==g ! JQ_ M151 I z .005 .005 I 0 17 i Mi52 I z .005 .005 0 0 I 18 I M153 z .005 .005 0 I 0 I 19 I Mi54 z .005 .005 0 ' 0 20 M155 z .005 --.005 0 l=_t__j L 21 I M156 --7 I .005 --.005 0 RISA-3D Version 7. i .3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inchR.agJE-Hlgh Seisn Orie2 Engineering DJF Page: A17 Company Designer Job f\lumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Distributed Loads fBLC 3 : Wind (Horiz)) (Continued} Member Label Direction Start Maonitudefkift deal End Maanitudefk/lt • Start Locationfft.%1 End I ocationfft %1 22 Mi57 z .005_ .005 +--+--+---0 23 M158 z 005 .005 0 24 I Miq9 Z ___ r--.005 .005 0 0 25 M/60 I z .005 .005 0 0 26 Mi6i z .005 -+ _ _Jl05 0 0 27 Mi62 z .005 0 I 0 .005 I I c-28 ' M163 z .005 I .005 0 f 0 29 M/64 z .005 .005 0 0 30 Mi65 z 005 005 0 0 ! 31 M166 z .005 .005 0 0 32 Mi67 I z .005 ' .005 I 0 0 33 M168 I z .005 0 p .005 ~~ M169 z .005 =t .005 0 I 0 .. 35 M170 I z I .005 0 0 .005 36 I M171 z .005 .005 I 0 0 37 Mi72 --~ z .005 .005 0 0 --38 Mi73 z .005 .005 0 0 39 ! M"174 z .005 .005 0 I g I 40 Mi75 I z .005 .005 I 0 I 41 Mi76 z .02 .02 0 -t----f-----1 42 M177 z 0? .02 0 43 I Mi78 z .02 .02 0 I 0 44 Mi79 z 02 .02 0 0 45 M180 z .02 I .02 0 0 46 M181 z 02 .02 0 0 47 Mi82 z J 02 .02 0 0 48 M183 z I 02 .02 0 0 Member Distributed Loads fBLC 4 : EQfN..SU 111 Member Label Direction Start Maanitudef.ML_deal End Maanitudefkllt ... Start Loca!ionfft o/.2]__ End Locationfft %1 Mi36 I z .009 .009 0 0 2 Mi37 z .009 .009 0 0 3 I Mi38 I z .009 .009 0 0 --4 Mi39 z .009 .009 0 0 5 M140 z .009 .009 I 0 0 I 6 M141 I z 009 .009 0 I 0 I ~ 7 M142 _ _L_ ___ .009 I .009 0 0 Mi43 r-----009 I .009 0 0 8 z 9 Mi44 z .009 .009 I 0 0 10 M145 z .009 .009 0 0 i 11 M/46 ' z .009 .OQ9 0 I 0 I 12 Mi47 z .009 .009 I . 0 i 0 13 I M148 z .009 .009 t---0-----· __ 0 ___ 14 M149 z .009 009 l 0 i 0 I 15 M150 z .009 009 I 0 I 0 16 Mi5i z .009 .009 I 0 0 17 M152 z .009 .009 I 0 I 0 18 M153 z .009 I ,009 I 0 I 0 19 Mi54 ! z .009 I .009 0 I 0 20 I Mi55 z .009 I .009 I 0 I 0 I 21 MISS I z I .009 I .009 0 0 22 Mi57 ·Z ,009 .009 += 0 i 0 23 M158 I z .009 I .009 0 I 0 24 I M159 I z .009 I 009 0 --1 ! 25 Mi60 z .009 .009 I 0 26 I Mi6i ~ I .009 + .009 I 0 27 Mi62 .009 .009 I 0 RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays-~:6 inchf!.atw;"High Seisn Company Designer Job f\Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Distributed Loads (BLC 4 : EQ{N-S)) (Continued) Page: A18 Checked By: Member Label Direction Start Maanitud~fklft.deol End Maanit defkltt.... Start !.ocation[ft %] End Locationrtt %1 I 28 Mi63 I z .009 .009 0 0 --_29 M164 z .009 .009 I 0 0 30 MISS _+-+--c--· .009 .009 I 0 ·Eg--~l M166 .009 t .009 0 32 Mi67 -+ z .009 .009 0 33 M168 z .009 .009 l 0 I o 34 M169 I z ,009 .009 0 I o . 35 ! M170 z I .009 .009 I 0 0 36 M171 z 009 009 0 0 37 M172 z .009 .009 I 0 0 ~a_L Mi73 -z .!)09 -~ _,009 0 0 39 M174 z .009 .009 0 0 40 Mi75 z .009 .009 I 0 0 ' 41 Mi76 z I .009 009 ~ 0 0 42 Mi77 z .009 I .009 0 0 43 Mi78 z ,009 .009 0 0 44 ' Ml79 z .009 009 0 0 I I -45 M180 z .009 .009 0 r-----_Jl _______ 46 Mi8i Z. 009 .009 0 0 ! 47 M182 z .009 .009 0 0 48 ! Mi83 z I .009 .009 0 0 Member Distributed Loads fBLC 5: EQfE-WH Member Label Direction Start Maonitudefk/ft deal End Maonitudefk/ft ... Start Location[ft,%] End Location!ft %1 1 I M136 X .009 .009 0 0 2 M137 X .009 .009 0 0 3 M138 X .009 .009 0 0 4 Mi39 X .009 .009 0 0 I 5 M140 X .009 .009 0 0 6 Mi4i X .009 .009 0 0 7 M142 X .009 .009 0 0 8 Mi43 X ! .009 .009 0 0 ' 9 Mi44 X .009 .009 0 0 trn Mi45 X .009 I .009 I 0 0 M146 X .009 I .009 0 0 -12 I M147 X .009 .009 0 0 13 Mi48 X .009 .009 I 0 0 14 M149 I X .009 .009 0 0 I 15 Mi50 X .009 .009 I 0 0 16 M151 I X .009 .009 j) 0 Jfl--~~~~--=t--~ --~~-.009 ! .009 -+----0-~-~r----L_--.009 I .009 I o o i9 I M154 X .009 .009 I o I o -- ?0 Miss I X 009 I 009 0 0 21 M156 X .009 .009 0 ' 0 22 Mi57 I X .009 ,009 0 . 0 23 Mi58 X .009 .009 0 i 0 24 M159 X .009 .009 0 li 0 25 M160 X .009 ' .009 0 0 26 I M161 X ,009 009 0 0 f-XL-+-_ M162 -X .009 .009 0 0 28 J M163 X .009 .009 I -0 I 0 29 i Mi64 X I .009 I .009 0 0 I 30 I Mi65 X .009 .009 I 0 I 0 31 M166 X .009 009 0 0 I 32 Mi67 --+ X .009 .009 I 0~ 0 33 i M168 I X .009 .009 o I 0 I ______j RISA-30 Verston 7.1.3 [\ ... \ ••. \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8xi 0-20 Degree-AL T -2 Mm Pen 4 Bays -~\6 inctJR.ams High Seisn Orie2 Engineering DJF Company Designer Job !\lumber Standard 8xi 0 Min. Pen (20 Degree Tilt) Rack Member Distributed Loads fBLC 5: EQfE-W)) (Continued) Member Label Direction Start Maanitudefk/ft deal End Maanitudelk/ft .. 34 M'169 X .009 .009 35 M170 X .009 .009 36 Mi7i I X .009 .009 37 M172 X .009 .009 38 Mi73 X -----.009 .009 39 ' Mi74 X .009 .009 40 M175 -+-X .009 .009 41 Mi76 X .009 .009 42 Mi77 X 009 009 43 Mi78 X .009 .009 44 M179 X .009 .009 45 Mi80 X .009 .009 46 M181 X .009 .009 ,_41_ M182 t-X .009 -t-.009 X 48 Mi83 .009 .009 Member Point Loads Page: A19 Checked By: Start Locationfft %1 End Locatianlft %1 0 0 0 0 0 0 0 0 0 0 0 $ 0 0 0 0 I 0 0 0 0 0 I 0 0 0 I --0 I 0 Direction Magnitur)__gfkJcltl_ ____ _.L.,o"'ca""ti""on__..,[f"'-t.•""'Voj_ ~ L_ __________________ _,___,N""o---""Data to Prin-'-t ="''-------------------______j Member Label Joint Loads and Enforced Displacements ,---------__ J~o,_in""'t ~La,b""ei'-------------L""'.D~.M""---;----c~--:-----'D""i'-'re""ct""io"-'-n __ __,_,M,a,.,gn-"--it,ude((k.l~-ft). (in.rad). (k*sA2if ... No Data to Print ... I Load Combinations D R 8 F BL F B F E F escriotion So ... PDelta s ss BLGFac ... LC ac ... c ac... LC Fac ... BLC Fac ••• BLC "-'tfl~ i D+W lriaht) Yes y . 1 1 2 1 3 -i ! 2 D-W lleftl Yes y i i 2 -i 3 1 3 D+EQ (n-s} Yes y 1 i 4 -i 4 D+EO (e-w) Yes y 1 1 5: 1 I ! _±=II I 5 D Yes y 1 1 __L i ' RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ..• \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inchA.a:ms"H!gh Seisn I ~ Z X Page:A20 12.S"PIPE 4"Z-Qiannol !"Z.O."""el Nort-P., l•g l2X1.5Xf4GA Loads: LC 1, D+W (right) Resuhs for LC 1, D+W (nght) --~~.----------------------------------,,---------------~ Orie2 Engineering Standard Bx1 0 Min. Pen (20 Degree Tilt) Rack "----1 DJF D+Wind (right) Aug 13, 2008 at 1:04PM Rack-8x1o-20 Degree-ALT-2 Min P .•• I y z.l!x f------ Page:A21 StdionS. 12.5"PPPE ~·z.a.-o1 6' l-<::h<n>ol No.w>on Log L2XI.SXI~GA -.006klft -.006k/ft -.006klft -.006klft -.006klft -.02k>ft -.OOSk/, ·.OOS'"M ·.OOSk/ft-·.OOSkir ·.005~1 -.Oi ·. ; ·. ; . ' -I ·. l • ~006k/ft I I I Loads: LC 1, 0-W (right) Results for LC 1, D+W (right) Orie2 Engineering DJF I-- Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack D+W (right) Aug 13, 2008 at 1 :06 PM Rack-8x1D-20 Degree-At. T-2 Min P .•• Company Designer Job fi.Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Reactions (By Combination) Page:A22 Checked By: r----.-LC Joint label Xfkl Y[k]_ zr!U_ MXfk-ftl MV[k-ft] MZ~ i 1 I Ni 009 206 .291 0 0 2 1 N2 0 I .06i I 0 I 0 I 0 0 I 3 1 I N3 .002 .156 .358 r= 0 0 0 I 4 1 N4 0 I .168 0 0 0 0 5 1 NS -.003 -.183 .288 0 0 0 6 I i N29 0 I -.018 0 0 r--0 0 7 1 N30 i 0 .103 0 0 I 0 0 8 1 N31 0 004 i 0 0 0 0 I 9 1 N32 0 .028 0 I 0 0 0 iO 1 N33 0 -.01 i 0 0 0 I 0 --11 i N57 --0 .273 I .319 0 0 0 12 i N58 0 .09 I 0 0 0 0 I 13 1 N59 0 .217 .374 I 0 0 0 14 1 NBO 0 t .i9~ 0 0 I 0 0 I H~--__ j ____ -·----·-~ti!iL __ __________ Q_ ____________ _Q_ ---__ , ________ Q ____ ~ -~-0--~ .... ··--·-·····-. -.266 . .313 -----· -· ----------~-------------------I N85 0 I •,018 0 0 0 0 117 r---1----t--~§_~ _ __j__ 0 :103 +--___Q __ !---0 __ 0 I 0 r-~-18 1 I N87 0 .004 ' 0 0 0 0 r--1!L r-_1_~ ~-N88 0 .028 ___ 0 0 0 0 20 1 N89 0 ·.01 1 0 0 0 0 2i 1 Ni 13 -.009 .206 .291 0 0 0 22 1 N1i4 0 .061 0 0 0 0 23 i N115 -.002 .156 .358 0 0 0 -~I 24 1 N116 0 :168 0 0 0 0 25 1 Ni 17 I .003 -.183 I .288 0 0 I 0 1-£.!L~ 1 Totals: I 0 I 1,536 I 2.88 _2]_1___1_____ COG (ft): X:i6 Y: 3 Z: 10.687 -"-------_1_ __ Member Cold Formed Steel Code Checks (By Combination) ... Member Shane UCMax Loc ... Shear UC Loc ...... Pnfkl Tnfkl Mny ... Mn;• ... Cb C ... C ... Eon I i 1 M2 I3.5CS ... .009 · 3 .ooo I o lz'13.0 ... 2o.7 ... 1.53 11.8:29 1 .6 .6 C5 ... 2 1 M4 j3.5CS ... .025 3 .000 0 z 13.0 ... 20.7 .... 53 j1.8:291 1 1.6 .6 G5 .•. ' 3 1 M6 6Zx3x1 .. . 332 0 .055 0 lv 21.9 ... , 37.5 2.086l4.7!'52f1 ! .6 977 C5 ... -4 1 M13 6Zx3x1 .. .241 0 .020 0 lv 19.8 .•. 37.5 2.o86 4.7s211 l845 837 G5 ... ~-~14 6Zx3x1 .. .161 0 .028 0 lv 18.7 ... 37.5 2.086 !4.7S2 i 1.223 586 C5 ... 6 11 Mi5 6Zx3x1 .. .016 I 0 .003 0 lvl2o.s.,. 37.5 1.913 6.1!33 1 518 .524 G5 ... 7 1 Mi6 6Zx3x1 .. .016 .75 .013 I 0 h 21.8 ... 37.5 1.913 6.1!33 1 745 542 C5 ... 8 1 Mi7 6Zx3x1 .• .065 4 • Oi i I 0 lv 18.7 .•. :lZ..5 2.086 4.752 1 435 665 C5 ••. r-Jl__jjl Mi8 6Zx3x1 .. , .111 3.25 .018 I 0 !v 19.8 ... 37.5 2.086 4.7.'52 1 791 71sics ... 10 'il M19 6Zx3x1 .. .149 2 .009 0 l\i 21.1 .•. 37.5 2.086 4.752 1 771 933lcs ... 11 i M20 6Zx3xi .. .260 ~~ .051 0 lv 21.1 ... 37.5 2.086 4.7!'521 1 668 767 C5 ... 12 1 M21 6Zx3x1 .. 064 003 0 iv 19.8 ... 37.5 2.086 4;7!'52 I 1 834, 91 C5 ... 13 i M22 16Zx3x1 .. .054 0 . 006 0 lv18.7 ... 37.5 2.086 4.7'52 1 869 754 cs ... 14 1 M23 6Zx3x1 •. .040 .75' .026 0 lv 21.a .•. 37.5 1.913 6.193 1 652 699 C5 ••. iS 1 M24 6ZX3X1 .. ~ .041 2.5 .018 ' 0 IIi 20.6 ... 37.5 1.913 6.1!33 1 581 294,C5 ... 16 1 M25 i6Zx3x1 .. .1 i 3 4 • Oi8 0 lv 18.7 ... 37.5 2.086 4.762 1 202 685 GS ... 17 1 M26 I6Zx3x1 .. .250 3.25 .047 0 lv 19.8 ... 137.5 2.086 4.7!52 1 934 697 G5 .•• 18 1 M27 I6Zx3x1 .. .289 ! .25. .049 0 lv 21.9 .•. 37.5 2.086 4.762 1 .6 979 cs ... 19 1 M28 !3.5CS ... .002 3 .000 0 z 13.0 ... 20.7 ... .535 1.815 1 .6 . 6 cs ... --20 1 M29 3.5CS ... .015 3 .000 0 z 13.0 .•. 20.7 ... 1 .53 1.8:29 1 .6 .6 C5 ••. 21 11 M30 3.5GS ... .001 I 3 • 000 I 0 z 13.0 ... 20.7 ... .535 I i .8:19 I 1 .. 6 . 6 G5 ... 22 1 M3i 3.5CS ... .004 3 • 000 0 z 13.0 ... 20,7 ... .53 !1.8:19 1 .6 .6 cs ... 23 11 M32 3.5GS ... .001 3 .000 I 0 z 13.0 ... 20.7 ... • 535 1.815 1 1.6 .6 G5 ... 24 1 M33 5Zx3x1 .. 002 __l,2~.oo~-+-o lv 21.9 ... 37.5+2.086 4.7!32 i .6 ~599 cs ... 25 1 M40 6Zx3x1 .. .058 I o .017 o lv 19.8 ... 37.512.086 4.7S2 I 1 ,657~381 C5 ... RISA-3D Version 7.1.3 [\ ... \ ... \ ... \...\ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 inch~Hgh Seisn Company Designer Job !\lumber Orie2 Engineering DJF Page:A23 Standard Sxi 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Cold Formed Steel Code Checks (Bv Combination) (Continued) . Member Shaoe UCMax Loc Shear UC oc Pnfkl Tnfkl Mnv .. Mm Cb r. r. Fnn 26 1 M41 6Zx3x1 •• .070 4 .006 _Q_ ~-·· 37.5 !2.086,4.7!)2 1 365 777 g~ 27 1 M42 6Zx3xi .. 060 12 5 001 0 ... 37.5 2.086 4.7S2 1 394 963 G5 ... 28 1 M43 6Zx3x1.. .059 0 .026 0_ 1.8 ... 37.5 2.086 4.7!)2 i 813 696 C5 ••. 29 1 M44 6Zx3x1 .. .141 4 .023 0-8.7 ... 37.5 2.086. 4.7!i2 1 464 563 cs ... 30 ! 1 M45 6Zx3xi .• .Q45 0 . 001 0 9.8 ... 37 5 2.086 4.7!i2 1 514 9481C5 ... 31 1 M46 6Zx3x1 .. .046 0 I .024 0 1vl21.i ..• l37.5 2.086 4.7!i2 1 .6 .453 C5 .•. 32 11 M47 6Zx3x1 .. .079 2 .023 0 iv 2U ... 37.5 2.C86 4.7S2 1 .74 688 C5 ... 33 11 M48 6Zx3x1 .. .075 3.25 .002 0 !v 19.8 ... 37.5 2.086 4.7!>2 1 293 .917 C5 ... 34 1 M49 6Zx3x1 .. 079 0 001 0 IV 18.7 ••• 37.5 2.086 [4.7!i2 1 6 952 cs ... 35 1 MSO 6Zx3x1 .. .070 0 .008 0 lv 21.8 .•. 37.5 2.086 '4.7!)2 1 .6 851 C5 ... 36 1 M51 6Zx3x1 .. ~ .090 2.5 .015 0 1v2o.s ... 37.5 2.086 4.7!>2 1 839 .46 C5 ... 37 1 M52 6Zx3x1 .. ~ .160 4 .OiO 0 lv 18.7 ... 37.5 2.086 4.7!>2 1 566 769 cs_,""' 38 1· M53 6Zx3x1 .• .036 -+0 .008 0 lv 19.8 .•• ft5 2.086 4.71i2 1 527 576 cs ... 39 1 M54 6Zx3xi .. .OOi 0 .003 ! 0 1v21.s .• .5 2.086 4.7!i2 1 .6 604 C5 ... 40 1 M56 3.5CS ... .013 ! 3 .000 0 z 13.0 ... 20.7 •.. • 53 1.8:!9 1 .. 6 .6 G5 ... -!s 41 1 M58 3,5CS ... .028 .000 0 z 13,0 ... 20.7 ... .53 1.8:19 i .6 .6 cs ... 42 1 M60 6Zx3xi,. .365 0 .072 0 iv!21.s ••. 37 5 2.086 4.7!i2 i .6 972 cs ... 43 1 M67 6Zx3xi .. f .190 0 .013 0 lY. i 9-~~r .5 2.086 4.7!.i2 i .6 .87 C5 ... 44 1 M68 6Zx3xi .. t .143 0 .027 0 lv·Hl.7 ... 37.5 2.086 4.7S2 i .6 561 cs ... 45 1 M69 6Zx3xi .. .019 0 .008 0 lv 20.6 ... 37.5 ·2.212 6.H13 i .6 .45 C5~~ 46 1 M70 6Zx3xL .010 . 75 I .015 0 :v/21 .8 .•. 1 37.5 2.21216.1 H3 1 .6 ~218 cs ... 47 '1 M7i 6Zx3xi .. .060 4 . 011 0 iv\18.7 ..• 37.5 2.086l4.7~i2 1 .61.648 cs ... 48 1 M72 6Zx3x1 •. .113 3.25 .024 0 lvlie.a ... 37.5 2.086\4,7~i2 1 .6 ~626 cs ... 49 1 M73 6Zx3x1 .. .147 2 .008 0 iv\21.1 ... 37.5 2.086I4.7E2 i 1.6 1,942 C5 ... -50 1 M74 6Zx3xi .. .294 0 • 065 0 !v21.1 .•• 137.5 2.08614.7S2 1 .6 !.73 C5 ... 51 ,1 M75 6Zx3x1 .. .038 0 ! .000 o lv 19.8 ... 37.5 2.086 4,7!i2 1 .6 994 C5 ... 52 1 M76 6Zx3x! .. .040 0 .004 o iv 18.7 ... 37.5 2.086 4.7b2 i .6 792 C5 .•. 53 1 M77 6Zx3x1 .. .037 .75 .035 0 lv 21.8 .•• 37.5 2.21216. H.13 i .6 591 C5 ... 54 1 M78 6Zx3xi .• .037 0 017 0 lv20.6 .•. 37.5 2.21216.HI3 1 .6 337 cs ... 55 1 M79 6Zx3x1 .. .089 4 .015 0 lv 18.7 ... 37.5 2.086 4.7Ei2 i .6 687 cs ... 56 '1 M80 '6Zx3x1 .. .266 3.25 .063 0 lv 19.8 ••. '37.512.086 4.7S2 1 .6 .Si G5 ... 57 11 M81 6Zx3x1 .. .314 .25 .070 0 lv 21.9 ... 37.5 2.086 4.7S2 i .6 971 C5 ... 58 I 1 M82 3,5CS ... .002 3 .000 0 z 13,0 ••• 20.7 ... .535 1,875 1 .6 .6 C5 ... 59 11 M83 3,5CS ... .Oi5 3 .000 0 z 13.0 ... 20.7 ... . 53 1.8<l9 1 .6 .6 'cs ... 60 li M84 3.5CS ... .001 3 .000 0 z1!3.0 ... 120.7 ... .Sq.li_ ~~'9 1 .6 .. 6 cs ... 61 1 M85 3.5CS ... .004 I 3 .000 0 z 13.0 .•. 20.7 ... .53 1.8<~9 1 .6 .6 cs ... ~92 11 M86 13.scs .•• .001 3 I .000 0 z 13.0 ... 20.7 ... .535 1.875 i 1 .6 .6 cs ... 63 1 M87 16Zx3x1 .. .002 .25 .005 I 0 IV 21.9 ... 37.5 2.086 4.n,2 1 .6 599 cs.:' 64 1! M94 6Zx3xi.. ,058 0 ! 017 0 lv i9.8 ... 37 5 2.086 4.752 1 657 381 cs ... 65 1 M95 6Zx3xi .. .070 4 .006 0 lv 18.7 ... 37.5 ·2.086 4.752 i 1 365 777 cs ... 66 1 M96 6Zx3x1 .. 060 25 .001 I 0 lv 20.6 ... 37.5 2.086 4.752 1 394 .963,G5 ... 67 1 M97 6Zx3x1 .. 1 .059 0 .026 0 lv 21.8 ... 37.5 2.086 4.752 1 [.813 696 cs ... 68 i M98 6Zx3xi .. ~ • '141 4 .023 0 IV 18.7 ... 37.5 2.086 4.752 1 464 563 C5 ••• I 69 1 M99 6Zx3x1 .. .045 0 .001 0 lvi1s.a ... 37.5 2.086 4.752 1 514 948 cs ... 70 1 M100 6Zx3x1 •. ~ .046 0 .024 0 lvl21.1 ... 37.5 2.086 4.7S2 1 .6 453 cs ... 71 1 M101 6Zx3x1.,i .079 2 .023 o fvl21.1 ... 37.5 2.086 4.7S2 i .74 ~688 cs ... 72 1 M102 6Zx3x1 .. .075 3.25 .002 0 iv119.a ... 37.5 2.086 4.7S2 1 ,293 .917 cs ... 73 1 M103 6Zx3x1.. .079 0 .001 0 lv 18.7 .•. 37.5 2.086 4.n,2 1 .6 952 C5 ... 74 1 M104 6Zx3x1 .. ,070 12~5 .008 0 lv21.8 ... •37.5 2.086 4.7S2 1 .6 851 1 cs ... ! 75 1 M105 6Zx3x1 .. 090 .015 0 lv 2o.s ... 37.5 2.086 4.n:2 1 839 .46 C5 ... 76 1 M106 6Zx3x1 .. .160 14 h010 0 lv 18.7 ... 37.5 2.086 4.7~'2 1 566 769 C5 ... 177 i M107 6Zx3x1 .. .036 TO .ooa 0 lv 19.8 ••. 37.5 2.08614.7f,2 1 .527 576 C5 ... I 78 1 M108 6Zx3x1 .. .001 ! 0 .003 0 lv 21.9 ... 37.5 2.086 4.n,2 1 .6 604 C5 ... i 79 1 M11Q 3.5CS ... .OQ9 _J_3 .000 0 z 13.0 .•. 20,7 ... • 53 1.829 1 I .6 .6 C5 ... 80 1 M1 12 3.5CS ... .025 I 3 .000 0 z 13.0 .•. 20.7 •.. .53 1.8~~.9 1 .61.6 C5 ••. I 81 i M114 6Zx3x1 .. .332 0 .055 0 lv2i.9 ... 37.5 2,086 4.7S2 1 .6 977 C5 ... I 82 11. M12i 6Zx3x1 .• .241 0 • 020 0 lv 19.8 ... 37.512.086 4.7S2 i .845.837 cs ... RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays-:l6 inchA.a:gJ£-High Seisn Company Orie2 Engineering Designer DJF Job Number Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack [:>age: A24 Checked By: Member Cold Formed Steel Code Checks (Bv Combination) (Continued) ... Member ShaRe UCMax Loc •.. , Shear UC Loc •.•••• Pnfkl Tnfkl Mnv . Mnz .• Cb C c .. Ean 83 ! 1 M122 6Zx3* __ .161 0 .028 I 0 lv 18.7 ... 37.5 2.086 4.752 . 1 223f586 C5 .•. 84 ;I M123 [6Zx3xi •. .016 i 0 00;3 0 ,, 20.6 .•. ! 37.5 1.913 6.193 1 518~524 G5 ... 85 1 M 124 I6Zx3x1 .. .016 .75 . 013 : 0 v 21.8 ... [37.5 1.913 6.1il3 1 745!.542 C5 .•. 86 1 M125 6Zx3x1 .. • 065 4 I .011 0 v 18.7 ... 37.512.086 4.7S2 I 1 435 665 G5 ... 87 1 M126 sZx3x1 .. . i 1 i 3.25 • 018 0 v 19.8 .•. 37.5 2.086 4.7!!32-r-r-791 718 c5 .•. ~ 88 1 M127 6Zx3xi •. .i49 2 .009 0 IV 21.1 ••• 37.5 2.086 4.7S2 1 771 933,G5 ... 89 1 M128 6Zx3xi .. ~ • 260 0 i .051 0 lvl21.i ... 37.5 2.086 4.7S2 1 668 767 cs ... 90 1 M129 6Zx3x1 .. L .064 0 .003 0 vi19.8 .•• 37.5 2.086 4.7S2 1 834 .91 cs ... 91 1 M130 6Zx3x1 •• 054 0 006 0 \1'18.7 ••. 37 5 2.086 4.7S2 1 869 754 C5 ... 92 i M13i 6Zx3xi .. .040 • 75 .026 0 V121.8 ... 37.5 1.913 6.1133 1 652 699 cs ... W& .. 1 M132 6Zx3x1 .. .041 2.5 __,._918 0 lv2o.s ... 37.5 1.913 6.1il3 1 581 .294 C5 ... 94 1 M133 6Zx3x1 .. .i "13 4 1 .o1s 0 \j_ 18.7 ... 37.5 2.086 4.7S2 1 202 685 G5 .•• 95 1 M134 6Zx3x1 .. .250 3.25 .047 0 v 19.8 .•. 37.5 2.086 i4.7S2 i 934 697 C5 ... 96 1 M135 6Zx3x1 .• .289 .25 .049 --+--2 _If 21.9 ••. 37.5 2.086 4.7S2 1 .6 979 c~_,_._ I 97 i M136 4ZS2X ... .099 4 .007 I 0 lv 6.254 27.35 1.288 1.6131 1 i 1 GS ... 98 i Mi37 4ZS2X .•. .099 4 .007 I 0 v 6,254 27.35 1.288 1.661 I 1 i C5 ... ' 99 1 Mi38 4ZS2X ... .099 4 .007 TO v 6.254 27.35!1.288 1.6131 1 1 1 C5 .•. 100 11 M139 4ZS2X ... .099 4 .007 0 y'6.2_~ 27.35 1.288 1.6131 i 1 i cs ... 101 1 M140 4ZS2X ... :104 4 .006 0 v 6.254 '27:35 1.288 1.6G1 1 1 1 GS ... ~02 1 M141 4ZS2X ... f .105 4 .006 0 v 6.254 27.35 1.288 1.6Gi 1 i i cs ... 103 1 M142 4ZS2X ... .105 4 .006 0 v 6.254 27.35 1.288 1.6131 1 1 i !cs ... 104 1 M143 4ZS2X ... I .104 4 006 0 v 6.254 27.35 1.288[1.61>1 1 1 i cs ... I l 05 l M144 4ZS2X ... \ .099 4 .006 I 0 v 6.254 27.35 1.288 1.6151 1 1 1 GS ••• i OS i 1 I M 1451428?2<_,, .098 I 4 .006 -+-R-tyl6.254 127.35 1.288 1.6131 1 1 1 cs ... .098 I 4 1.288 1.6151 1 i 1 G5 ... i 07 1 I Mi 46 4ZS2X ... I I .006 o !v 6.254127.35 108 1 M147 4ZS2X ... I .099 4 .006 0 lv 6.254 27.35 1.288 1.6G1 1 1 1 C5 ... i 09 1 Mi_48 4ZS2X ... .106 4 .006 0 lv 6.254127.35 1.288 1.661 i 1 1 G5 ... i i 0 1 M149 4ZS2X ... .i i 0 4 I .006 0 1V 6.254 27.35 1.288 1.61)1 i i 1 1 C5 ... iii 1 MiSO j4ZS2X .•. .110 4 .006 0 v 6.254 27.35 1.288 1.6131 1 1 ; cs ... ~:12. 1 M15i 4ZS2X .•. .106 4 .006 0 v 6.254 27.35 1.288 1.61>1 i 1 1 i C5 ... 1i3 1 M152 4ZS2X ... .103 4 .006 0 v 6.254 27.35 1.288 1.6Gi 1 1 1 G5 ... 114 1 M 153 '4ZS2X ... I .103 4 .006 0 iv 6.254 27.35 1.288 1.661 1 1 ; i G5 ••• 115 i 1 M 154 '4ZS2X ... .103 4 .006 0 iv 6,254 27,35 1.288 1.6G1 1 1 1 G5 ... i i6 1 M155 4ZS2X ... .103 4 .006 o lvJ6.254 27.35 1.288 1.661 i 1 1 C5.,. 11* M156 ~ZS2X ... , .099 I 4 .006 --_ _Q__I*J_9.254 i 27.35 i .288. i .6Gi 1 1 1 C5 ... 118 1 M157 4ZS2X ... !-------------.099 _______ 4 .006 0 ,y,6.254 27.35 i .288 1.6131 i 1 ~-~~ r-J.11W1 I M15\3 42S2X... .099 4 .Q06 0 v 6.254 27.35 1.288 1.6Gi 1 1 ' 1 cs ... 120 iii M159 4ZS2X... .099 4 .006 0 v 6.254 27.35 1.288 1.6G1 i 1 1 C5 .•. 121 '1 i M160 4ZS2X ... .098 4 ~ .006 0 v 6.254,27.35 1.288 1.6G1 1 1 i cs ... i2211 M16i 42S2X ... .097 4 .006 0 iv16.254 '27.35 1.2881 i .6131 i 1 i cs ... 123 i1 M162 4ZS2X ... .097 4 .006 I 0 lvl6.254 27.35 1.288 i i .6Gi i 1 1 cs ... 124 i M163 4ZS2X ... .098 4 .006 ! o lv'6.254 27.35 I 1.288 1.6131 1 i i G5 ... '125 1 M164 4ZS2X ... I .109 4 .006 I o v 6.254 27.35 l_h~ 1.6~~ ~ +i1 GS ... 1126 1 M165 4ZS2X ... I .i 14 4 .006 io 6.254 27.35 i 1.288 '1.61i1 i 1 i C5 ... I 127 11 M166 4ZS2X ... .114 4 .006 0 v 6.254 27.3511.288 1.6131 1 1 i cs ... 1128 11 M167 4ZS2X. .. 109 4 .006 0 v 6.254 27.35 i 1.288 1.6131 1 1 i G5 .•• 129 1 M168 4ZS2X .. .I .099 4 .006 0 v' 6.254 127.35 1.288 1.6G1 1 1 1 C5 ... I 130 11 M169 4ZS2X ... .098 4 .006 0 6.254 27.35 1.288 i.6G1 1 1 1 C5 .... i 131 Iii M170 4ZS2X .... .098 4 .006 0 lvl6.254 t27.35 1.288 1.661 1 1 1 C5 ... Lii211 I M171 f4ZS2X ... I .099 ----+-4-+--.006 0 iv s.2~-~-t!7.35 ..1_~288 I i .61HI+t+-r--1-C5 ... 1-::-:-:--; i 33 i j M172 14ZS2X ... 1 .1 06 i 4 I .006 I 0 v 6.254[27.35 1 .288 1.6G1 1 1 1 C5 ... 134 1 M173 4ZS2K .. .1 "10 4 .006 0 I v 6.254 27.35 1.288 1.6131 1 1 1 G~~ i 35 1 Mi74 4ZS2X ... 110 4 .006 0 v 6.254 27.35 1.288 1.6151 1 1 1 C5 ... c1.9.fi. 1. M 175 I4ZS2X ... .106 4 .006 0 v 6.254 27.35 1.288 1.61311 1 1 1 cs ... '137 1 M176 4ZS2X ... .261 4 .022 8 z 6.254 27.35 1.288 1.661 1 1 1 C5 ... 138 1 M177 42S2X ... 262 4 .022 ' 8 z 6.254 27.35 1.288 1.61i1 1 1 1 G5 .•. I 139 1 · M178 4ZS2X ... 262 I 4 I .022 8 z 6.254 27.35 I 1.288 1 .6l'1J.j__j 1 i G5_,d I - RISA-3D Version 7.1.3 [\ ... \ ... \ .•. \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inchflamsiillgh Seisn Company Designer Job !\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks fBv Combination) (Continued) Page:A25 Checked By: .. Member Shaoe UCMax Loc. Shear UC Loc Pnfkl Tnlkl Mnv ... Mm: .. Cb C c. Eon 140 1 M 1 79 I4ZS2X. •. \ .261 14 .022 8 z 6.254 27.35 1.288 i.6G1 1 1 1 1cs .•• 141 i M180 I4ZS2X ... I 271 14 022 8 z'6.254 27.35 i .101 2.9~.i8 1 1 1 lC5 ... 1421 .271 14 .022 8 z 6.254 27.35 1.1 o1 2.9::;a 1 1 1 jcs ... M181 14ZS2X.~ 14 27.35 '-:---1 ICS ... r-H.~ ,; M182 I4ZS2X ... j .271 .022 8 z 6.254 ~~ 1 144 1 M 183 I4ZS2X .. ,L .271 I 4 .022 8 z 6.254 27.35 sa 1 i 1 jCS .•. Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shaoe UG Max Loc[fl1Shea ... Loc[ftl ... Pnc/ ... Pnl/o ... Mnw/om fk-ftl Mnzz ... Gb~ 1 1 I Mi PIPE 2.5 .. 1 .407 3 ! .032 ' 0 r: 8.73330.612 2.174 2.174 1.6 .. Hi-1_t' 2 1 I M3 PIPE 2.5 .. 1 .499 3 1.039 0 I 28.733 30.612 2.174 2.174 1.6 .. HHt 3 1 i MS PIPE 2.5 .. \ .398 3 1.031 0 28.733 30.612 2.174 2.174 i.6 .. Hi-it 4 11 M55 ·PIPE 2.5 .. 1 .448 3 1.035 0 128.733 30.6121 2.174 2.174 1 ~1-1t I 5 1 1 M57 PIPE 2.5 .. .523 3 1.041 0 128.733 30.6i2 2.174 2.1741 1 ~ 6 '1 I M59 PIPE 2.5 .. .434 3 1.034 0 128.733\30.612 2.174 2.i741 1 . Hi-it 7 i' M109 PIPE 2.5 .. .407 3 1.032 0 28.733 /30.612 2.174 2.174 1.6 .. HHt 8 :11 Miii PIPE 2.5 .. .499 I 3 \.039 0 !28.733 30.612 2.174 2.174 1.6 .. Hi-11:: ' 9 I 1 ! M113 PIPE 2.5 .. .398 3 ! .031 0 28.733 30.612 2.174 12.174 i.6 .• HHI:j - RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ •.. \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inch~ High Seisn I I I Ai Z X Loads: LC 2, D·W (left) Results for LC 1, D+W (nght) Orie2 Engineering DJF Standard Bx1 0 Min. Pen (20 Degree Tilt) Rack 0-Wind (left) Page:A26 Sodlon Seto 12.S"PIPE 4"2-Ghannel 6"Z-<:homel Non-P.,log L2X1.5X1•GA Aug 13, 2008 at 1:04PM Rack-8x1D-20 Degree-AL T-2 Mtn P .•• I I I -.02Bklft Page:A27 Soc:tion Selo 12.S"P1PE .t•z-<:h..,.,e~ s·z-o.-d lllo.w>., Log L2X1.SX140A -.02Bklft -.016k'ft -.016kift -.016kift -.016klft -.016k/ft I -.o· Skltt -.016kltt -.016k•tt -.o1Skitt -.016kift L ,....__~02k/ft ~ Sk/lt f'-:wswtt f-:.ossw11 ~klft ~ II Loads: LC 2, D-W (left) Resuhs for LC 1, D+W (right) Orie2 Engineering OJF .02k/lt .OOSkJit .00 kltt .OOSklft .OOSkJtt .OOSkllt Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack 0-W (left) Aug 13, 2008 at 1:06 PM Rack-8x1D-20 Degree-At. T-2 Min P ... Orie2 Engineering DJF Company Designer Job Number Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Reactions (By Combination) LC Joint Label Xfkl Yfkl Zfkl j 2_ N1 -.006 -.06 -.26 2 2 N2 0 237 0 3 2 N3 0 .068 -.36 4 2 N4 0 074 0 5 2 NS .005 .346 -.319 6 2 N29 0 .309 0 7 2 N30 0 41 Q 8 2 N31 0 .433 0 9 2 N32 0 565 0 10 2 N33 0 .247 0 11 2._ N57 0 076 -262 12 2 N58 0 .438 0 13 2 N59 0 244 -.376 14 2 N60 0 3::1Q 0 15 2 N61 0 -~---~363 16 2 NBS 0 I 309 0 17 2 N86 0 I' .41 0 18 2 N87 0 .433 0 19 2 NBS 0 I .565 0 _20 2 N89 0 I .247 0 21 2 N113 .006 I -.06 ·.26 22 2 N114 0 I 237 0 23 2 N115 0 I 068 -.36 24 2 Nl16 0 I .074 0 25 2 N117 • 005 I 346 • 319 26 2 Totals· 0 I 6.912 -2.88 27 2 COG lftl: X:16 I Y·3 Z: 21.764 Member Cold Formed Steel Code Checks fBy Combination) Page:A28 Checked By: MXfk-ft1 MYfk.-111 MZ fk-111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ·--0 o __ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member Shace UCMax oc. Shear UC .oc. Pnfkl Tnfkl Mnv. Mnz Cb C. c Ecn t 2 M2 3.5CS ... 036 3 .000 0 z 13.0 ••• 20.7 .. 535 1.829 1 6 6 C5 ... 2 2 M4 3.5CS ... .011 3 000 0 z 13.0 ... 20.7 ... .535 1.829 1 6 .6 C5 ... 3 2 M6 6Zx3x1 .. .262 0 .017 0 y21.9 ••• 37.5 2.086 4.752 1 .6 992 C5 ... 4 12 M13 6Zx3xl.. 185 0 .002 0 '1.19.8 ... 37~5 2.086 4.752 1 75~ 982 G5 ... 5 12 M14 6Zx3x1 .. 19_8_ 0 .031 0 18.7 ••• 137 5 2.086 4.752 1 359 662 C5 ... 6 2 M15 6Zx3x1. .097 2.5 .037 0 20.6 ... 137.5 2.086 4.752 1 925 44 C5_ 7 2 M16 6Zx3x1 .. .097 0 .026 0 v 21.8 ... 37.5 2.086 4.752 1 975 881 cs ... 8 2 M17 GZx3x1 .. 080 0 010 0 .V 18.7_ 37 5 2,086 4.752 1 3<15 705 C5 ... 9 2 M18 6Zx3x1 .. .107 3.25 .023 0 v 19.8 ... 137 5 2.086 4.752 1 734 611 C5 ... ~-0 2 M19 6Zx3x1 .. .215 2 .038 0 v21.1 ... 137.5 2.086 <1.752 1 701 809 cs ... 11 2 M20 6Zx3x1 .. .153 0 020 0 v21.1... 37 5 2.086 <1.752 1 45 872 C5 ... 12 2 M21 6Zx3x1 .. .079 3.25 .003 0 v 19.8 ... 137.5 2.086 4.752 1 356 944C5 .. 13 2 M22 6Zx3x1 .. .091 0 .023_ 0 v. 18./ ... 137 5 2.086 4.752 1 604 441 C5 ... 14 2 M23 6Zx3x1 •• .060 75 014 0 21.8 ... 37 5 2.086 4.752 1 736 .79 C5 ... 15 2 M24 6Zx3x1 .. 062 0 .006 0 20.6 ... 137.5 2.086 4.752 1 52 73 C5 ... 16 2 M25 6Zx3x1 .. .087 4 007 0 v 18.7 ... 137.5 2.086 4.752 1 234 692 C5 ... 17 2 M26 6Zx3x1 .. .319 3.25 .064 0 v 19.8 ... 137.5 2.086 4.752 1 917 617 C5 ... 18 2 M27 6Zx3x1. .365 .25 092 0 v 21.9 ... 37 5 2.086 4.752 1 6 964 cs ... 19 2 M28 3.5CS ... 048 3 . 000 0 z 13.0 ... 20.7 .. .53 1.829 1 .6 .6 cs ... 20 2 M29 3.5CS ... .062 3 .000 0_ z 13.0 ... 20.7 .. .535 1.829 1 6 .6 cs .. 21 2 M30 3.5CS ... .064 3 .000 0 z 13.0 ... 20.7 .. .53 1.829 1 6 .6 C5 ... 22 2 M31 3.5CS ... .082 3 .000 0 z 13.0 ••• 20.7 .. .535 1.829 1 .6 6 cs ... 23 2 M32 3.5CS ... 035 3 .000 0 z 13.0 ... 20.7 .. 535 1.829 1 .6 6 cs .. 24 2 M33 6Zx3x1. .028 .25 .081 0 y 21.9 ... 137.5 2.086 4.752 J .6 608 cs_ 25 2 M40 6Zx3x1 .. 125 3.25 .042 0 19.8 .•• 137.5 2.086 4.752 1 _!636 459 cs ... RISA-30 Verston 7.1.3 [\ ... \. .. \. .. \ ... \ ... \. .. \ ... \...\. .. \Rack-8x1 0-20 Degree-AL T-2 Mm Pen 4 Bays -36 mctftagp;1tgh Seisn Orie2 Engineering DJF Page:A29 Company Designer Job Number Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Ch1:3cked By: Member Cold Formed Steel Code Checks fBv Combination) (Continued) Member Shaoe UCMax Loc. ShearUC _oc ... Pnfkl Tnlkl Mnv ... Mn:z .. Cb C . C .. Eon 26 '2 M41 6Zx3xi .. • 138 0 ~-0 v 18.7 .•. 37.5 2.086 4.752 1 333 .857 cs ... 27 2 M42 6Zx3x1 .. 107 25 063 0 _v20.6 ... 37 5 2.086 4.752 i 366 .291 C5 ... 28 12 M43 6Zx3x1 .. .101 0 .045 0 iv 21.8 •.• 37.5 2.086 4.752 _j_ .82 847 C5 .•. 29 2 M44 6Zx3x1 .. .075 0 .012 0 lv 18.7 ... 37.5 1.913 6.193 1 502 695 C5 ... 30 2 M45 6Zx3xi.. .026 --85 • 004 0 lv 19.8 ... 37.5 2.086 4.752 1 .6 683 cs .•• 31 2 M46 6Zx3x1 .. .113 I 2 .031 0 lv21.1 .•. 37.5 2.086 4.752 1 .6 .69 C5 ... I I 32 2 M47 6Zx3xi .. • 125 I 2 .083 0 v21.1 ... 37.5 2.086 4.752 1 742 239 cs ... 33 2 M48 6Zx3x1 .. .1 01 3.25 .016 0 v 19.8 ... 37.5 1.913 6.193 1 338 .74 C5 ..• 34 :2 M49 6Zx3x1 .. .102 0 03i 0 v 18.7 ... 37.5 1.913 6.193 1 393 417 cs .•. 35 2 MSO 6Zx3x1 .. .111 • 75 .123 0 !V 21.8 ... 37.5 1.913 6.193 1 967 518 cs ... 36 2 M51 6Zx3xi .. .111 0 I .025 0 lv 2o.s ... 37.5 .1-913 6.193 1 .911[669 C5 ... 37 2 M52 6Zx3x1 .. .057 I 4 .010 0 IV 18.7 ... 37.5 1.913 6.1~1 L573 .21 C5 ... 38 2 M53 6Zx3x1 .. f .033 I 0 .002 0_ lv 19.8 ... 137.5 1.913 6.193 1 529 872 C5 ... 39 2 M54 6Zx3x1 .. .022 0 .065 0 iv21.9 ... 37.5 2.086 4.752 1 .6 602 cs ... 40 2 M56 3.5CS.~ [----------_____ _J)__QQ___ __ 3 .000 0 .Z 13.0 ... 20.7 ... .53511.829 1 .6 .6 C5 ... 41 2 M58 s.scs ... .048 3 .000 0 z 13,0 .•. 20.7 ... . 535 1.829 i .6 .6 c_~ 42 2 MSO 6Zx3x1 . ., .272 . 25 .020 0 :v21.9 ... 37.5 2.086 4.752 1 .6 991 C5 ... 43 2 M67 6Zx3x1 .. .1§)9 3.25 . 01 B i 0 v 19.8 ... 37.5 2.086 4.752 1 .6 .851 C5 ... 44 2 M68 6Zx3x1 .. .227 0 • 037 0 !v 18.7 ... 37.5 2.086 4.752 1 .6 658 C5 ... 45 2 M69 6Zx3x1 .. .151 2.5' . 059 0 'v 20.6 ... 37.512.086 4.752 1 .6 .457 cs ... 46 2 M70 6Zx3x1 .. .151 I 0 .056 0 v 21.8 ... 37.5 2.086 4.752 1 .6 847 C5 ... 47 2 M71 6Zx3x1 .. .110 0 . 025 0 v 18.7 ... 137.5 2.086 4.7521 1 1.6 471 C5 ... 48 2 M72 6Zx3xi .• .088 3.25 • 030 0 'v 19,8 ... 37.5 .2.086 4.752 i .6 435 C5 ... 49 2 M73 6Zx3x1 .. ~ ,269 2 065 0 v21.1 ... 37 5 2.086 4.7'52 1 .6 745 cs ... 50 2 M74 6Zx3x1 .. ~ .116 0 • 001 0 v 21.1 ... 37.5 '2.212 ,6.193 1 .6 995 C5 .•. 51 2 M75 6Zx3x1 .. ~ .099 3.25 014 0 v 19.8 ... 37.5 2.086 4.752 1 .6 .771 cs ... 52 2 M76 6Zx3x1 .. . i 14 0 • 036 0 v 18.7 ... 37.5 2.086 4.7'52-tJ .6 .32 C5 ... 53 2 M77 6Zx3x1 .. .098 .75 .067 0 'v 21.8 ... 37.5 2.086 4.752 i 1 .6 637 C5 .•. 54 2 M78 I6Zx3xl .. .099 0 • 022 0 1vi20.6 ... 37.5 2.086 4.752 1 1 .6 607 C5 ... 55 2 M79 6Zx3x1 .. .055 4 .006 0 lv 18.7 ... 37.5 2.086 4,752 I i .6 538 C5 ... 56 2 M80 6Zx3x1 .. ~ .345 3.25 • 087 0 1V 19.8 ... 37.5 2.086 4.752 1 .6 523 cs •.. 57 2 M81 6Zx3x1 .. ' .418_ .25! .i47 0 v 21.9 ... 37.5 2.086 4.752 1 6 949 C5 ... 58 2 M82 3.scs ... • 048 3 .000 0 z 13.0 ... 20.7 ... • 53 1.829 1 .6 .6 cs ••. 59 2 M83 3.5CS ... .062 3 I . 000 0 z 13.0 ... 20.7 ... .535 1.829 1 .6 .6 C5 ... 60 2 M84 3.5CS ... .064 3 . 000 0 lz 1s.o .•. 20.7 ... .53 '1.829 1 .6 .6 C5 ... 61 r21 M85 13.5CS ... .082 3 .000 0 z 13.0 ... 20.7 ... .535,1.829 1 .6 I .6 C5 ... 62 21 M86 3.SCS ... . 035 3 I 000 0 z 13.0 ... 20.7 ... . 535 1.8:29 1 I ,6 .6 C5 ... 63 2 M87 6Zx3x1 .. .028 .25 .081 0 lv21.9 ... 37.5 2.086 4.752 i .6 608 C5 ... 64 2 M94 ~x3x1.. .125 3.25 042 0 lv 19.8 ... 37 5 2.086 4.752 i 636 459 C5 ... 65 2 M95 6Zx3xiJ .138 0 . 010 0 v 18.7 ... 37.5 2.086 4.752 1 333 857 C5 ... 66 2 M96 6Zx3xi .. . 107 2.5 • 063 0 iv 20.6 ... 37.5 ,2.086 4.752 i 366 291 cs •.. 67 2 M97 6Zx3x1 .. 107 0 .045 0 lv 21.8 ... 37.5 2.086 4.752 1 . 82 847 C5 ... 68 2 M98 6Zx3x1 .. .075 0 .012 0 !v 18,7 .•• 37.5 1.913 6,193 1 502 695 C5 ... 69 2 1 M99 6Zx3xi.. .026 3.25 . 004 0 iv 19.8 ... 37.5 2.086 4.7!52 i .6 683 cs ... 70 2! M100 6Zx3x1 .. .i 13 2 . 031 0 lv 21.1 ... 37.5 2.086 4.752 1 .6 .69 C5 .•. 71 2 Mi01 6Zx3x1 .. .125 2 I . 083 0 lv21.1 ... 37.5 2.086 4.752 1 742 239 C5 ... 72 2 M102 6Zx3x1 .. .101 3.25 016 I 0 !v 19.8 ... 37.5 1.913 6.193 _j 338 .74/CS ... 73 2 M103 6Zx3x1 .. .102 0 • 031 0 18.7 ... 37.5 1.913 6.193 1 393 417C5 ... 74 12 M104 6Zx3x1 .. .1 1 1 .75 .123 0 v 21.8 .•. 37.5 1.913,6.193 i 967 .518 cs ... 75 2 M105 6Zx3x1 .. .1 i 1 0 .025 0 v 20,6 ... 37.5 1.913 6.193 1 911 669 cs ... 76 2 M106 6Zx3x1 .. .• 057 4 .010 0 v 18.7 .•. 37.5 '1.913 6.193 1 573 .21 C5 ... 177 2 Mi07 6Zx3x1 .. .033 0 .002 0 v 19.8 ... 37.5 1.913 6.193 1 529 872 C5 ... 78 2 M108 6Zx3xi .. .022 0 .065 0 v 21.9 ••. 37.5 2.086 4.752 1 .6 602 cs ... 79 2 M110 3.5CS ... .036 3 .000 0 z 13.0 ... 20.7 ... . 535 1.829 1 .6 .6 cs ... 80 2 M112 ,3.5CS ... .Oi 1 3 .000 0 z 13.0 ... 20.7 ... .535 1.829 1 .6 .6 C5 ... 81 2 M114 6Zx3x1 .. .262 0 .017 0 y,21.9 ... [37 5 2.086 4.752 1 .6 992'C5 ... 82 2 Mi21 6Zx3x1.. 185 0 002 0 v 19.8 .•. 137 5 2.086 4.752 i 759 .982C5 ... RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inchRam£-Hlgh Seisn Company Designer Job Number Orie2 Engineering DJF Page: A31 Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Cold Formed Steel Code Checks fBv Combination} (Continuedl .. Member Shaoe UCMax Loc .. Shear UC Loc. .. Pnfl<l Tnlkl Mnv .. M11z .. Cb C . C. Eon 140 2 M179~i~~-.431 I 4 i .029 j 0 v\6.254\27.35 "1.288'1.661 i 1 i 1 C5 .•. 141 2 M180 X ... .440 L 4 J 030 l 0 l vJ 6.254 27.35 1.288 i .'S6i ! i 1 1 C5 ... 142 2 M181 j4ZS2X ... j .443 1: I .029 J o lv!B.254 27.35 1.288 _:G'?Bi I 1 1 1 q~ 143 2 M182 \4ZS& .443 .029~ lv\6.254 27.35 1.288 1._1561 l1 1 1 C5 ... 14412 Mi83 j4ZS2X ... .440 .030 i 0 1~16.254 27.35 1.288 J.i,)61\ 1 -~ i C5 ... Member AISC 13th ASD Steel Code Checks (By Combination> LC Member Shage UCMax loclft Shea .. Lodft ... Pnc/ ... Pntio .. Mnvv/ornlli:!1L Mnzz ... Gb Ean 1 121 M1 !PIPE 2.5 .. ! .359 3 .028 0 jg8 :~@3o.s; 2 2.174 2.174~~ ~· 2 2! M3 PIPE 2.5 .. .499 3 .039! 0 ~8.733j30.612 2.174 2.1741.6 .. Hi-it 3 21 M5 PIPE 2.5 .. .450 3 .035 I 0 28.733\30.612 2.174 2.174 1.6 .. Hi-it 4 21 M55 PIPE 2.5 .. .364 3 .029 0 !28.733~_0.61 2, 2.174 2.174 1 11-1 t 5 21 M57 PIPE 2.5 _ .. .526 3 .041 0 !28.733 30.612 2.174 2.17411 Hi-it 6 21 M59 PIPE 2.5 .. .517 3 .040 0 28.733 !30.612 2.174 2.174 1 HHt 7 2 i M1 09 PIPE 2.5 .. .359 3 .028 0 ~8.733 130.612 2.174 2.174 1.6 .. Hi-11: 8 21 M111 PIPE 2.5 .. .499 3 039 0 28.733 130.6i2 2.174 2.174 1.6 •. {i-1 t ~ ,21 M1 i3 1PIPE 2.5 .. .450 3 .035 0 [?8.733130.6121 2.174 2.174 1.6 .. Hi-it RISA-3 D Version 7 .1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inchRaUJs:High Seisn ~ Z X Loads: LC 3, D+EO (n-s) Results for LC 1, D+W (nght) Orie2 Engineering DJF Standard Bx1 0 Min. Pen (20 Degree Tilt) Rack D+EO (n-s) Page:A32 12.S'?IPE 4'2-ChaMol 6' Z-ch.:Jmol Non.f>.,Lo; L2X1.SX14GA Aug 13, 2008 at 1 :OS PM Rack-8x10-20 Degree-AL T·211Ain P ••• Page:A33 -.011 klft -.011 klft -.011 kilt -.011 kltt -.011 kltt -.011 k/ft -.011klft -.011klft -.011klft -.011k.l!1 -.011kJft -.011k!fl -.ooskltt -.posk/tt -.~osk/tt ~::~:::."~osk/tt -.posk/tt -.9osk/ft · · ··'r · -.00~,. -.oo_, r~· -.oo,, -l Loads: LC 3, D ... EQ (n-s) Results for LC 1, D+W (right) Orie2 Engineering ;;.._, __ __, Standard Bx1 0 Min. Pen (20 Degree Tilt) Rack Sodion Sols 12.S"PIPE 4'2.0.-ol 6'Z-chonnol No,..P., Log L2X1.SX14GA DJF D+EO (n-s) Aug 13, 2008 at 1:06PM Rack-8x1Q-20 Degree-AL T-2 Min P ••• I I Orie2 Engineering DJF Company Designer Job Number Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Reactions (By Combination) LC Joint Label _XIkl Y!kl Zlkl 1 3 N1 .012 .282 .362 2 3 N2 0 127 0 3 3 N3 .003 218 .436 4 3 N4 0 .255 0 5 3 N5 -.003 -.088 328 6 3 N29 0 .027 0 7 3 N30 0 21 0 B 3 N31 0 .07 0 9 3 N32 0 .2 0 10 3 N33 0 .2 0 11 3 N57 0 ~95 4 12 3 NSB 0 197 0 13 3 N59 0 332 455 14 3 N60 0 .369 0 15 3 N61 0 -073 343 16 3 NBS 0 .027 0 17 3 N86 0 .21 0 18 3 N87 0 07 0 19 3 NBS 0 2 0 20 3 N89 0 .2 0 21 3 N113 -.012 283 363 22 3 N114 0 127 0 23 3 N115 -.003 2.1.8 437 24 3 N116 0 .256 0 25 3 N117 003 -.088 329 26 3 Totals: 0 4.224 3.454 27 3 COG 1ft): X: 16 Y: 3 Z: 19.75 Member Cold Formed Steel Code Checks fBy Combination) Page:A34 Checked By: MXIk·ftl MYik·ftl MZ!k-111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member Shace UCMax .oc. Shear UC Loc. Pn!kl Tn!kl Mnv. Mnl. Cb r. r. f an 1 13 M2 3,5CS ... .Ojj} 3 .000 0 lz 13.0 ... 20.7 .. 53 1.829 1 .6 .6 cs ... 2 3 M4 3.5CS ... 039 3 000 0 z 13.0 .•• 20.7 •. 53 1.829 1 6 6 c5_ 3 3 M6 6Zx3x1. .415 0 Ql6 0 lv21.9 ..• 37.5 2.086 4.752 1 .6 974 cs ... 4 13 M13 6Zx3x1. .299 0 .027 0 lv 19.8 ... 37.5 2.086 4.752 1 848 823 C5 ... 5 13 M14 6Zx3x1 .. .189 0 .034 0 IV 18.7 ... n.s 2.086 4.752 1 215 57 C5 ... 6 13 M15 6Zx3x1. .028 0 .012 0 IV 20.6 ... 37.5 1.913 6.193 1 501 219 C5_ 7 13 M16 6Zx3x1 .• .024 0 . 023 0 IV 21.8 ... 37.5 1.913 6.193 1 759 507 C5 ... 8 3 M17 6Zx3x1 .. 089 4 018 0 lv 18.7 ... 37.5 2.086 4.752 1 39 612 cs .. 9 :a M1B 6Zx3x1 .. .135 3.25 .022 0 :v 19.8 ... 32.5 2.086 4.752 1 73 735 C5 ... 10 13 M19 6Zx3x1. .173 2 .007 0 !v 21.1 ... 37.5 2.086 4.752 1 745 955 cs ... 11 3 M20 6Zx3x1. 316 0 065 0 1v21.1 ... 37.5 2.086 4.752 1 684 76 C5 ... 12 3 M21 6Zx3x1 .. .071 0 .003 0 lv 19.8 ... 37 5 2.086 4.752 1 89€ 934 C5 ... 13 '3 M22 6Zx3x1.. .065 0 .004 0 IV 18./ ... 37 5 2.086 4.752 1 878 88 C5 ... 14 3 M23 6Zx3x1 .. .065 75 .037 0 lv21.8 ... 37 5 1.913 6.193 1 542 756 C5 ... 15 3 M24 6Zx3x1. .065 0 030 0 ly20.6 ... 37 5 1.913 6.193 1 615 331 C5 ... 16 13 M25 6Zx3x1 . 186 4 .030 0 lv 18.7 ... 37.5 2.086 4.752 1 218 679 C5 ... 17 3 M26 6Zx3x1. .292 3.25 .046 0 v 19.8 ... 137.5 2.086 4.752 1 95 744 C5 ... 18 3 M27 6Zx3x1. .330 .25 .024 0 v 21 .9 ... 137.5 2.086 4.752 1 .6 991 C5 ... 19 3 M28 3.5CS ... 004 3 .000 0 v 13.0 ... 20.7 .. 535 1.829 1 .6 .6 cs ... 20 3 M29 3.5CS ... .031 3 .000 0 z 13.0 ... 20.7 .. 53 1.829 1 .6 .6 C5 ... 21 3 M30 3.5CS ... 010 3 000 0 z 13.0 ... 20.7 .. .535 1.829 1 6 .6 C5 ... 22 3 M31 3.5CS ... .030 3 .000 0 z 13.0 ... 20.7 ... .53 1.829 1 6 6 C5 .. 23 3 M32 3.5CS ... 031 3 000 0 z 13.0 ... 20.7 .. 535 1.829 1 .6 6 C5 ... 24 3 M33 6Zx3x1.. .002 1.25 .007 0 lv 21.9 ... 137.5 2.086 4.752 1 6 6 C5 .•• 25 3 M40 6Zx3x1 .. .066 0 .017 0 v 19.8 ... 137.5 2.086 4.752 1 6571.482 C5 ... RISA-3D Vers1on 7.1.3 [\ ... \. .. \ ... \ ... \ ... \. .. \ ... \. .. \. .. \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inci-AagJI;ltgh Seisn I Company Designer Job ~umber Orie2 Engin eering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) Page:A35 Checked By: Member Shace UCMax ~oc. Shear UC Loc. Pnlkl Tnlkl Mnv. Mnz. Cb r: r: Eon_ 26 3 M41 6Zx3x1. 076 4 009 0 lv 18.7 ... 37 5 2.086 4.752 1 367 701 cs ... 27 13 M42 6Zx3x1 .. .094 2.5 .012 0 l\1 20.6 ... 137.5 2.086 4.752 1 393 761 cs ... 28 3 M43 6Zx3x1 .. 092 0 043 0 v 21.8 ... 37 5 2.086 4.752 1 813 741 cs ... c-Z9 3 M44 6Zx3x1 .. 185 4 .035 0 :v 18.7 ... 137.5 2.086 4.752 1 446 524 cs ... ~3Q 3 M45 6Zx3x1 .. .064 0 .003 0 IV 19.8 ... 37.5 1.913 6.193 1 496 .93 cs .. 31 3 M46 6Zx3x1 .. 057 0 038 0 lv21.1 ... 37 5 2.086 4.752 1 6 367 cs ... 32 3 M47 6Zx3x1 .. 083 2 .019 0 IV 21.1 ... 37.5 2.086 4.752 1 .74 768 cs ... 33 3 M48 6Zx3x1 .. 075 3.25 .003 0 IV 19.8 ... 37 5 2.086 4.752 1 279 879 cs ... 34 3 M49 6Zx3x1 .. .107 4 .005 0 IV 18.7 ... 37.5 2.086 4.752 1 281 853 cs ... 35 3 M50 6Zx3x1 .. .088 75 .022 0 lv21.8 ... 37.5 2.086 4.752 1 6 828 cs ... 36 3 M51 6Zx3x1.. .091 2.5 .031 0 1v2o.6 ... 37.5 2.086 4.752 1 809 201 cs ... 37 3 M52 6Zx3x1 .. .246 4 .027 0 lv 18.7 ... 37.5 2.086 4.752 1 SSE 709 GS ... 38 3 M53 6Zx3x1. 077 0 .014 0 lv 19.8 ... 37 5 2.086 4.752 1 528 677 cs ... 39 3 M54 6Zx3x1 .. .018 0 .053 0 lv21.9 ... 37.5 2.086 4.75? 1 .6 609 cs ... 40 3 M56 3.5CS ... .029 3 000 0 z 13.0 ... 20.7 ... .53 1.829 1 .6 .6 C5 ... 41 3 M58 3.SGS ... 056 3 000 0 z 13.0 ... 20.7 •. 53 1.829 1 6 6 C5 ... 42 13 M60 6Zx3x1.. .459 0 104 0 lv 21.9 .•• '37 5 2.086 4.752 1 6 968 C5 ... 43 3 M67 6Zx3x1 .. .235 0 020 0 IV 19.8 ... 37 5 2.086 4.752 1 .6 .84 C5 ... 44 3 M68 6Zx3x1. .159 0 .032 0 IV 18.7 ... 37 5 2.086 4.752 1 .6 534 C5 ... 45 3 M69 6Zx3x1. • 038 0 022 0 ly20.6 ... 37.5 1.913 6.193 1 6 225 C5 .. 46 13 M70 6Zx3x1. .036 _Q_ .Q30 0 lv 21.8 ... 37.5 1.913 6.193 1 .6 .66 co ... 47 3 M71 6Zx3x1. .090 4 020 _0 lv 18.7 ... 37.5 2.086 4.752 1 6 568 G5 ... 48 3 M72 6Zx3x1 .. .136 3.25 .028 0 lv 19.8 ... 37.5 2.086 4.752 1 .6 652 cs ... 49 3 M73 Zx3x1 .. 155 2 O_Q1 Q 111 21.1 ... 37 5 2.086 4.752 1 6 992 cs ... 50 3 Mli 6Zx3x1 .. .364 0 .089-0 lv 21.1 ... 137.5 2.086 4.752 1 6 711 GS ... 51 3 M75 6Zx3x1 .. 039 3.25 001 0 lv 19.8 .•• 37 5 1.913 6,193 1 6 954 cs ... 52 13 M76 6Zx3x1. .054 A .003 0 lv 18.7 ... 37.5 1.913 6.193 1 .6 904 C5 ... _5_3_ l3 M?J 6Zx3x1 .. .078 .75 065 0 lv 21.8 ... 37._5 1.913 6.193 1 .6 643 C5 ... 54 13 M78 6Zx3x1. .077 _Q .032 0 I" 20.6 ... .'J.7~5 1.913 6.193 1 .6 402 G5 ... 55 3 M79 6Zx3x1 .. 182 4 .032 0 lv 18.7 ... 37 5 2.086 4.752 1 .6 666 C5 .. 56 3 MBO 6Zx3x1. ~306 3.25 063 0 lv 19.8 ... 37.5 2.086 4.752 1 6 665 C5 ... 57 13 M81 ~Zx3x1 .. .346 .25 .020 0 lv 21.9 ... !37.5 2.086 4.752 1 .6 993 C5 ... 58 3 M82 3.5cs ... 004 3 000 0 lv 1s.o .•. 20.7 .. 535 1.829 1 6 6 cs ... 59 13 M83 3.5CS ... .031 3 .000 0 lz 13.0 ... 20.7 .. .53 1.829 1 .6 .6 C5 ... 60_ 3 M84 3.5CS ... 010 3 000 0 z 13.0 ... 20.7 .. .535 1.829 1 6 .6 cs_ 61 3 M85 3.5CS ... 030 3 000 0 z 13.0 ... 20.7 .. .53 1.829 1 6 .6 C5 .•. _6_2 3 M86 3.SCS ..• 031 3 000 0 z 13.0 ... 20.7 •• 535 1.829 1 6 6 C5 ... 63 13 M62 6Zx3x1 .. .0_02 .25 .00.7 0 IY 21.9 ... 37.5 2.086 4./52 1 .6 .6 co ... 64 13 M94 6Zx3x1. .066 0 017 0 lv 19.8 ... 137.5 2.086 4.752 1 658 482 cs ... 65 3 M95 6Zx3x1 .. 076 4 009 0 lv 18.7 ... 37 5 2.086 4.752 1 368 701 C5 ... 66 13 M96 6Zx3x1 .. .094 2.5 .012 0 lv20.6 ... 137.5 2.086 4.752 1 398 761 C5 ... 67 13 M97 6Zx3x1 .. .092 0 .043 0 lv 21.8 ... 137.5 2.086 4.752 1 811 74 C5 ... 68 13 M98 6Zx3x1 .. .185 4 .035 0 lv 18.7 ... 137.5 2.086 4.752 1 1.46 524 C5 ... 69 !3 M99 6Zx3x1. .064 0 .0113_ 0 I"' 19.8 ... 37.5 1.913 6.193 1 507 93 C5 ..• 70 13 MlOO 6Zx3x1. .057. _Q ~03B 0 lv 21.1 ..• .37.5 2.086 4.752 J .6 367 C5 ... 71 3 M101 6Zx3xl.. .083 2 .019 0 lv 21.1 ... 37.5 2.086 4.752 1 74< 768 G5 ... 72 13 M102 6Zx3x1 . .075 3.25 .003 0 lv 19.8 ... '37.5 2.086 4.752 1 .28 879 cs .. 73 3 M103 6Zx3x1.. 107 4 .005 0 lv 18.7 ... 137 5 2.086 4.752 1 28 853 C5 ... 74 3 M104 6Zx3x1.. .088 .75 .022 0 lv 21.8 ... !37.5 2.086 4.752 1 .6 828 C5 ... 75 3 M105 6Zx3x1 . 091 25 031 0 IV 20.6 ... 37 5 2.086 4.752 1 802 201 C5 ... 76 3 M106 6Zx3x1 .. .246 A .027 0 lv 18.7 ... 137.5 2.086 4.752 1 564 709 C5 ... 77 13 M107 6Zx3x1 .. .077 0 .014 0 lv 19.8 ... 37 5 2.086 4.752 1 528 677 C5 .. ]_8_ 3 M108 6Zx3x1 .. .018 0 a sa 0 lv 21.9 ... 37,5 2.086 4.752 1 6 609 cs ... 79 3 M110 3.5CS ... 019 3 000 0 z 13.0 ... ?0.7 .. 53 1,8?9 1 6 6 C5 ... 80 3 M112 3.5CS ... .639' 3 .000 0 lz 13.0 ... 20.1 .. .53 1.829 1 .6 .6 co ... 8 1 3 M114 6Zx3x1 .. 415 0 076 0 IY 21.9 ... 37 5 2.086 4.752 1 6 974 C5 ... 82 13 M121 6Zx3x1 .. .299 0 .027 0 lv 19.8 ... 37.5 2.086 4.752 1 851 823 C5 ... RISA-3D Version 7.1.3 {\ ... \. .. \ ... \ ... \ ... \. .. \ ... \. .. \. .. \Rack-8x1 0-20 Degre e-AL T-2 Min Pen 4 Bays -36 inct-flagJS:High S eisn I Company Designer Job ~umber Orie2 Engineering DJF Standard 8x1 0 Min. Pe n (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) Page:A36 Checked By: Member Shace UCMax Loc Shear UC Loc. Pnlkl Tnlkl t.Anv t.An7 Cb r. r: ~3 3 M122 6Zx3x1 .. .189 0 034 0 lv 18.7_. 37 5 2.086 4.752 1 21~ .57 -84 13 M123 6Zx3x1. .028 0 .01? 0 lv 20.6 ... 1~7~ 1.913 6.193 1 49E 1.22 85 3 M124 6Zx3x1 .. 024 0 023 0 lv 21.8 ... 37.5 1.913 6.193 1 761 506 86 13 M125 6Zx3x1 .. .089 4 .018 -() lv 18.7 ... 137.5 2.086 4.752 1 38~ 612 87 3 M126 6Zx3x1 .. 136 3.25 .022 0 lv 19.8 .•. 37 5 2.086 4.752 1 718 735 88 3 M127 6Zx3x1 .. 173 2 007 0 lv 21.1 .•• 37 5 2.086 4.752 1 742 955 89 3 M128 6Zx3x1 .. .316 6 j)65 0 lv 21.1 ..• '37.5 2.086 4.752 1 689 76 90 13 M129 6Zx3x1. .072 0 .003 -0 lv 19.8 ... r37.5 2.086 4.752 1 90~ 934 91 13 M130 16Zx3x1 .• .065 0 .004 0 lv 18.7 ••• 137:5 2.086 4.752 1 86~ 886 92 13 M131 6Zx3x1 .. 065 .75 .037 0 lv 21.8 ... 137.5 1.913 6.193 1 1.54 756 93 3 M132 6Zx3X1 .. .06_5 0 030 0 lv 20.6 ... 37-!'i 1.913 6.193 1 615 331 94 13 M133 6Zx3x1 .. .186 4 .031 n lv 18.7 ... 137.5 2.086 4,752 1 224 679 95 3 M134 6Zx3x1. 293 3.25 046 0 lv 19.8 ... 37.5 2.086 4.752 1 96€ 744 96 13 M135 ~Zx3x1 .. .331 .25 .024 0 lv ?1.9 ... r37:s 2.086 4.752 1 .6 991 97 3 M136 i4ZS2X .. .178 4 • 012 0 lv 6.254 27.35 1.288 1.661 1 1 1 98 3 M137 14ZS2X .. 181 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 99 3 M138 14ZS2X .. 181 4 012 0 lv 6.254 27.35 1.288 1.661 1 1 1 100 3 M139 14ZS2X.. 181 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 101 3 M140 4ZS2X .. 186 4 012 0 lv s.254 27.35 1.288 1.661 1 1 1 102 3 M141 14ZS2X.. 188 4 ~012 0 lv 6.254 27.35 1.288 1.661 1 1 1 103 3 M142 14ZS2X .. .188 4 .012 0 lv 6.254 21.3!1 1.288 1.661 1 1 1 104 13 M143 14ZS2X .. .186 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 105 13 M144 4ZS2X .. 180 4 .01? 0 lv 6.254 27.35 1.288 1.661 1 1 1 106 3 M145 4ZS2X.. .179 4 .012 0 lv 6.254 27.35 1.288 1.C61 1 1 1 107 3 Mt46 4ZS2X.. 179 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 108 3 M147 4ZS2X.. .180 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 ,1_09 3 M148 4ZS2X .. .189 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 jj_O 3 M149 14ZS2X .. .195 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 111 3 M150 i4ZS2X .. 195 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 112 3 M151 4ZS2X .. .189 4 012 0 lv 6.254 27.35 1.288 1.661 1 1 1 113 3 M152 14ZS2X .. .186 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 114 3 M153 4ZS2X.. .185 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 115 3 M154 4ZS2X .. 185 4 012 0 1116.254 27.35 1.288 1.661 1 1 1 116 3 M155 14ZS2X .. .186 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 117 3 M156 4ZS2X.. 181 4 012 0 lv 6.254 27.35 1.288 1.661 1 1 1 118 3 M157 14ZS2X .. • 181 4 ,012 0 lv 6.254 27.35 1.288 1.661 1 1 1 119 3 M158 4ZS2X.. 181 4 012 0 lv 6.254 27.35 1.288 1.661 1 1 1 120 3 M159 4ZS2X .. .Hl1 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 121 3 M160 14ZS2X .. 180 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 122 3 M161 !4ZS2X .. 179 4 .012 n lv 6.254 27.35 1.288 1.661 1 1 1 123 3 M162 14ZS2X .. .179 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 124 13 M163 4ZS2X.. .180 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 ~~-3 M164 4ZS2X.. .193 4 .01? n 6.254 27.35 1.288 1.661 1 1 1 13 M165 14ZS2X .. 198 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 127 3 M166 14ZS2X .. .198 4 .012 0 lv 6.254 27.35 1.288 1.661 1 1 1 128 3 M167 14ZS2X .. 193 4 .o12 0 lv 6.254 27.35 1.288 1.661 1 1 1 129 13 M168 !4ZS2X.. 181 4 012 0 6.254 27.35 1.288 1.661 1 1 1 130 3 . M169 4ZS2X.. .180 4 .012 0 l11 6.254 27.35 1.288 1.661 1 1 1 131 13 M170 ~ZS2X .. 180 4 .012 0 111 6.254 27.35 1.288 1.661 1 1 1 132 3 M171 i-4ZS2X .. 181 4 012 0 l11 6.254 27.35 1.288 1.661 1 1 1 133 3 M172 14ZS2X .. .187 4 01 2 0 6.25<4 27.35 1.288 1.661 1 1 1 134 3 M173 14ZS2X .. .190 4 -:-o12 0 lv 6.254 27.35 1.288 1.661 1 1 1 135 13 M174 14ZS2X .. 190 4 Of2 0 lv 6.254 27.35 1.288 1.661 1 1 1 136 3 M175 I47S?X.. 187 4 012 0 lv 6.254 ?7.35 1,288 1.661 1 1 1 137 3 M176 4ZS2X.. .186 4 .012 0 lv 6.254 21.35 1.288 1.661 1 1 1 138 3 M177 14ZS2X .. 186 4 012 0 fv 6.254 27.35 1.288 1.661 1 1 1 139 13 M178 4ZS2X .. .186 -.4 01? n lv 6.254 27.35 1.288 1.661 1 1 1 Eon C5 •.. C5 .•. cs .•. cs ... C5 ... C5 .•. cs .•. C5 ... cs ... C5 ... cs .•. C5 ... C5 ... cs .•. C5 ... c5_, C5 ... C5 ... C5 ... cs .•. c~ ... cs ... cs ... C5 ... C5 ... cs ... C5 ... cs ... C5 ... C5 ... C5 ... cs ... C5 ••• C5 ... C5.::. cs ... C5 ... c~ ... C5 ... c5_. cs ... C5 .. c5_. C5 ... C5 ... C5 ... C5 ... C5 cs ... c5_ C5 ... C5 ... C5 ... cs ... C5 ... cs ... C5 ... RISA-3D Version 7.1 .3 [\ ... \. .. \. .. \ ... \ ... \. .. \ ... \. .. \. .. \Ra ck-8x1 0-20 Degre e-AL T-2 Min Pen 4 Bays -36 inctifami;Mgh S eisn Company Designer Job !'\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination} (Continued) Member Shaoe UCMax Loc. Shear UC _oc. Pnlkl Tnlkl 140 3 M179 14ZS2X.. 186 4 012 0 v 6.254 27.35 141 3 M180 4ZS2X.. .181 4 .012 0 6.254 27.35 142 3 M181 4ZS2X .. 181 4 012 0 v 6.254 27.35 143 3 M182 4ZS2X .. .181 4 .012 0 v 6.254 27.35 144 .3 M183 4ZS2X .. .181 4 .012 0 v 6.254 27.35 Member AISC 13th ASD Steel Code Checks fBy Combination> Page:A37 Checked By: Mnv_ Mm. Cb r. r. Eon 1.288 1.661 1 1 1 C5 .. 1.288 1.661 1 1 1 C5 ... 1.288 1.661 1 1 1 C5 ... 1.288 1.661 1 1 1 C5 ... 1.288 1.661 _j 1 1 C5 ... LC Me 1ber Shaoe UC Max ocfft Shea _ocrtt: •. Poe.' .. £'.ntlo.. Mnw/om lk-ftl Mnz.z. . Cb Eon ~1-+3~~t7.1~r-P~IP~E~2~.5~·~·----~509~----~3~~-0~4~~~0 ~0~12~l8~.7~33~3~10.~61~2r---~2~.1~7~4 ____ ~2~.1~7r~·41.~6.+.H~·1-~H 2 3 t i3 PIPE 2.5 .. .608 3 .048 0 28.73330.612 2.174 12.1741.6 .. H1-H 1---"'3-1'3"'+-..... t..,,S._I':-P":-IP-="E ==2c:-=.5...:·::r-· ____ ___,.4et.~~5....._3 ____ -+-'3"'-+'036 0 28.733 30.612 2. 1 7 4 2. 17 4 1.6 .. H 1·1t 4 3 MSS PIPC 2.5 .. 565 3 044 0 28.73330.612 2 174 21741.6. 11-lt ~5~3~~Ms~·7~P~IP~E~2~.5~·~·----~'639~----~~3~0~l5~ii0~0~-E28~.7~33~3~10~.6~12T---~2~ .. ~17~4~--~~2~··1L~7~4r.1.~6.~.H~·1~-1t 6 _3 M59 PIPE 2.5.. 474 3 .037 0 28.73330.612 2.174 !2.1741.6. H1-1t 7 3 M109 PIPE 2.5 .. 510 3 040 0 28.73330.612 2.174 21741.6 .. H1-1t 8 3 M111 PIPE 2.5 .. .609 3 .048 0 8.73330.612 2.174 12.1741.6 .. H1-1t 9 3 M113 PIPE 2.5.. .454 3 .036 0 28.73330.612 2.174 12.1741.6.H1-1t RISA-30 Version 7.1.3 [\ ... \. .. \ ... \ ... \ ... \. .. \ ... \. .. \. .. \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inctitlgJs:High Seisn ~ Z X Loads: LC 4, D+EQ (&-w) Results for LC 1, D+W (right) Orie2 Engineering OJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack D+EQ (e-w) Page: A38 Soctlon Sets 12.5"PIPE ~·z~t!l &" Z-<:h;n>el Na,..Pon Log L2X1.5X1~GA Aug 13, 2008 at 1 :05 PM Rack-8x1 Q-20 Degree-AI. T ·2 Min P .•• Page: A39 StdionSII& 2.5"PIPE •· z.a,.,., .. 6'Z.O.omd Non-P11r1 Leg L2X1.SX1(GA -.011 kift -.011 kilt -.011 kift -.011 kift -.011 kift -.011 kif! -.011kJtt -.011k/ft -.011kltt -.011klft 009k/tt .009ktflt 009kift 009kift f ,ao•k!ft I ,, .. "'" c;::: '"T c;::: •"·k!ft loads: LC 4, D+EO (e-w) Rcsuhs for LC 1, 0+ W (right) -.011 klft 009klft ~,009klft -.011 kilt s::.b Orie2 Engineering Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack DJF D+EO {e-w) Aug 13, 2008 at 1:07PM Rack-8x1D-20 Degree-Al T-2 Min P ... Company Designer Job I"Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Joint Reactions (By Combination) LC Joint Label Xlkl Ylkl Z lkl 1 A N1 -.451 -.186 -.133 2 4 N2 0 143 0 3 4 N3 -5.09 -.046 -.163 4 4 N4 0 .OJ 3 0 5 4 N5 -.208 .084 -.1 17 6 4 N29 0 .28 0 7 4 N30 0 274 0 8 4 N31 0 .276 0 9 4 N32 0 4 0 ~· 4 N33 0 .101 0 4 N57 -441 .172 .03 12 4 N58 0 264 0 13 4 N59 -.498 .231 0 14 4 N60 0 .268 0 15 4 N61 -.208 146 -028 16 4 NBS 6 012 0 17 4 N86 0 239 0 18 4 N87 0 16 0 19 4 N88 0 191 0 20 4 N89 0 135 0 21 4 N113 -436 333 .165 22 4 N114 0 .155 0 ~! 4 N115 -495 .271 .163 4 N116 0--.231 0 25 4 N117 -21 .079 083 26 4 Totals: -3.456 4.224 0 27 4 COG lftt X:16 Y:3 Z: 19.75 Member Cold Formed Steel Code Checks fBy Combination I Page:A40 Checked By: MXIk-ftl MYik-ftl MZik-ftl 0 {l 0 0 0 0 0 _Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q_ 0 0 0 0 0 Member Shaoe UCMax Loc. Shear UC Loc. Pnfkl Tnlkl Mnv. Mnz. Cb C. c. Eon 1 14 M2 3.5CS ... Q22 3 000 0 lv 13.o ... 20.7 ... 535 1.829 1 .6 6 C5 ... 2 4 M4 3.5GS ... .002 3 000 0 lv 13.o ... 20.7 .. .535 1.829 1 .6 .6 C5 ..• 3 4 M6 6Zx3x1 .. .207 .25 .126 0 lz 21.9 ... 37.5 2.086 4.752 1 .6 953 C5 ... 4 14 M13 6Zx3x1. 484 3.25 .064 0 lz 19.8 ... 37.5 1.913 6.193 1 213 601 cs ... 5 14 M14 6Zx3x1 .. 414 4 .033 0 z 18.7 ... 37 5 2.086 4.752 1 39 745 C5 ... 6 14 M15 6Zx3x1 .. .373 0 .029 0 lv 20.6_ 37.5 2.086 4.752 1 72 303 C5 ... 7 14 M16 6Zx3x1 .. .161 0 .023 0 lz 21.8 ... 37.5 2.086 4.752 1 74 881 C5 ... 8 14 M17 6Zx3x1 .. 385 4 016 0 z 18.7 .•. 37 5 2.086 4.752 1 72~ 907 cs ... 9 14 M18 6Zx3x1 .. .6_05 3.25 .078 0 z 19.8 ... 37.5 2.086 4.752 1 307 .~3 ~ 10 14 M19 6Zx3x1 .. .618 2 .043 0 lv 21.1 ... 37.5 2.086 4.752 1 '924 815 C5 ... 11 4 M20 6Zx3x1 .. .672 0 .1 10 0 2 21.1 ... 37 5 ~-;g. ~93 1 473 768 cs ... 12 !4 M21 6Zx3x1.. 403 0 .046 0 lz 19.8 ... 37.5 1.913 6.193 1 38E A 1 C5 ... 13 4 M22 6Zx3xl.. .227 4 .018 0 z 18.1 ... 37.5 2.086 4./!l2 J 4/5 612 cs ... 14 4 M23 6Zx3x1. .232 0 005 0 lv 21.8 ... 37 5 2.086 4.752 1 99€ 716 C5 15 4 M24 6Zx3x1 .. .237 25 .002 0 lv 20.6 ... 37.5 2.086 4.752 1 98S 225 G5 ... 16 14 M25 6Zx3x1. .606 4 .018 0 z 18.7 ... 37.5 2.086 4.752 1 788 607 C5 .. 17 4 M26 6Zx3x1. .757 0 .065 0 lz 19.8 ... 37.5 2.086 4.752 1 61€ 861 C5 ... 18 14 M27 6Zx3x1 . 168 0 059 0 lz 21.9 ... 37.5 2.086 4.752 1 .6 976 C5 .. 19 14 ~~~ 3.5GS ... .055 3 .001 0 tv 13.0 ... 20.7 ... ,_,53 1.829 1 .6 6G5-. 20 14 3.5CS ... .041 3 .000 0 lv 13.0 ... 20.7 .. :s3s 1.829 1 .6 .6 C5 ... 21 4 M30 3.5CS ... .045 3 .001 0 [y 13.0 ... 20.7 .. 53 1.829 1 .6 .6 C5 .. 22 4 M31 3.5GS ... .056 3 000 0 z 13.0 ... 20.7 .. 535 1.829 1 6 6 C5 ... 23 14 M32 3.5CS ... .015 3 000 0 lv 13.0 ... 20.7 .. .535 1.829 1 6 6 C5 .. 24 14 M33 6Zx3x1.. .025 25 .075 0 tv 21.9 ... 37.5 2.086 4.752 1 .6 605 C5 ... 25 i4 M40 6Zx3x1. 151 3.25 .019 0 tv 19.8 ... 37.5 2.086 4.752 1 554 603 C5 ... RISA-30 Verston 7.1.3 [\ ... \. .. \ ... \ ... \ ... \. .. \ ... \ ... \. .. \Rack-8x1 0-20 Degree-AL T-2 Mm Pen 4 Bays -36 tncl"flagJI;2flgh Seisn Compa ny Designer Job ~umber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) Member Shaoe UCI\Aax _l'lC. Shear UC _l'lC. Pnlkl Tnlkl 26 4 M41 6Zx3x1. 407 4 027 0 z 18.7 ... 37 5 27 14 M42 6Zx3x1 .. .327 0 .042 0 v20.6 ... 137.5 28 4 M43 6Zx3x1 .. 172 0 038 0 1£21.8 ... 37 5 29 4 M44 6Zx3x1 .. :t~: 0 .015 0 v 18.7 ... 37.5 30 14 M45 6Zx3x1 . 3.25 .006 0 v 19.8 ... 137.5 31 4 M46 6Zx3x1 .. 207 2 .032 0 v 21.1 ... 37.5 32 14 M47 6Zx3x1 .. .351 2 .052 0 v 21.1. .. 137.5 33 4 M48 6Zx3x1. .274 0 014 0 z 19.8 ... 37 5 M 14 M49 6Zx3x1 . .399 4 .027 0 z 18.7 ... 137.5 35 4 M50 6Zx3x1 .. 396 75 087 0 v 21 .8 ... 37.5 36 14 M51 6Zx3x1 .. 396 0 .019 0 v 20.6 ... 137.5 37 4 M52 6Zx3x1 .. 394 4 031 0 z 18.7 ... 137.5 38 4 M53 6Zx3x1 .. 302 0 025 0 z 19.8 ... 37 5 39 4 M54 6Zx3x1 .. 009 0 .027 0 v 21.9 ... 137.5 40 4 M56 3.5CS ... .038 3 .000 0 v 13.0 ... 20.7 .. 41 4 M58 3,5cs ... 038 3 000 0 v 13,0 ... 20,7 .. 42 4 M60 6Zx3x1. 107 .25 125 0 z 21 .9_ 37.5 43 4 M67 6Zx3x1 . 442 3.25 .064 0 z 19.8 ... 37 5 44 !4 M68 6Zx3x1 .. 422 4 033 0 2 18.7 ... L37.5_ 45 4 M69 6Zx3x1 .. .383 0 039 0 y20.6 ... 37 5 46 4 M70 6Zx3x1 .. .181 0 .040 0 v21.8 ... 137 5 47 4 M71 6Zx3x1 .. 387 4 .022 0 18.7 ... 137 5 48 4 M72 6Zx3x1 .. .618 3.25 .078 0 2 19.8 ... 137.5 49 '4 M73 6Zx3x1 .. .600 2 060 0 21 .1 ... 137.5 50 !4 M74 6Zx3x1. .600 0 109 0 z 21 ,1 ... 137.5 51 4 M75 6ZX3X1 .. .385 0 046 0 z 19.8 ... 37 5 52 4 _M76 6Zx3x1. .268 4 .018 0 v 18.7 ... 137.5 53 4 M77 6Zx3x1 .. . 259 75 .052 0 v21.8 ... 137.5 54 4 M78 6Zx3x1. .259 0 .020 0 vl20.6 ... 137.5 55 4 M79 6Zx3x1 .. 584 4 017 0 z 18.7 ... 37 5 _56_ 4 MBO 6Zx3x1 .. 768 0 .066 0 z 19.8 ... !37.5 57 4 M81 6ZX3X1 .. .060 0 .071 0 v 21.9 ... 137.5 _5_8 4 M82 3,5CS ... 002 3 000 0 v 13.0 ... 20.7 .. 59. 4 M83 3.5CS ... .035 3 .000 0 v 13.0 ... 20.7 .. 60 4 M84 3.SCS ... 026 3 000 0 v 13.0 ... 20.7 .. 61 4 M85 3.5CS ... 027 3 000 0 z 13.0 ... 20.7 .. 62 4 M86 3.5CS ... .020 3 .000 0 13.0 ... 20.7 .. 63 4 M87 6Zx3x1. 001 .25 .003 0 v 21.9 ... 137.5 64 4 M94 6Zx3x1. .122 3,25 .011 0 v 19.8 ... 137.5 65 4 M95 6Zx3x1 .. 382 4 • 027 0 z 18.7 ... 37 5 66 4 M96 6Zx3x1. .290 0 .029 0 20.6 ... '37.5 67 4 M97 6Zx3x1 .. .178 0 .041 0 v 21.8 ... 137.5 68 4 M9R 6Zx3x1. .125 0 .021 0 v 18.7 ... 137.5 69 4 M99 6Zx3x1 .. 124 3.25 .006 0 z 19.8 ... 137.5 70 4 M100 6Zx3x1. .180 2 .034 0 y21.1 ... 37.5 71 4 M101 6Zx3xt. .314 2 .023 0 2 21.1. .. 137 5 72 14 M102 6Zx3x1 .. 288 0 .014 0 z 19.8 .•• 137.5 73 4 M103 6Zx3x1 .. 443 4 .027 0 z 18.7 ... 37.5 74 4 M104 6Zx3x1. .364 .75 .030 0 21.8 ... 37.5 75 4 M105 6Zx3x1 .. 365 0 022 0 20,6 ... 37 5 76 14 M106 6Zx3x1 .. .435 4 031 0 z 18.7 ... 37.5 77 4 M107 6Zx3x1 .. 308 0 .025 0 z 19.8 ... 137 5 78 4 M108 6Zx3x1 .. .012 0 .036 0 y21.9 ... 137.5 79 4 M110 3.5CS ... 023 3 000 0 v 13.0 ... 20.7 .. 80 4 M112 3.5CS ... .034 3 000 0 z 13.0 ... 20./_ 81 4 M114 6Zx3x1 .. 247 25 155 0 1v 21.s ... 37 5 82 14 M121 6Zx3x1. .429 3.25 .064 0 12 19.8 ... 37.5 Mnv. 1.913 1.913 1.913 1.913 1.913 2.086 2.086 2.086 2.086 1.913 1.913 1.913 1.913 2.086 .535 53 2.086 1.913 1.913 1.913 2.086 2.086 1.913 2.086 2.086 1.913 2.086 2.086 2.086 2.086 1.913 2.086 53 .53 535 .53 535 2.086 1.913 1.913 2.086 2.086 2.086 1.913 2.086 2.086 1.913 1.913 2.086 2.086 2.086 1.913 2.086 53 .53 2.086 2.086 Page: A41 Checked By: Mnz. Cb r. C. Eon 6.193 1 573 806 C5 ... 6.193 1 744 381 C5 ... 6.193 1 787 833 C5 ... 6.193 1 656 438 C5 ... 6.193 1 683 456 C5 ... 4.752 1 475 631 C5 ... 4.752 1 773 338 C5 .. 4.752 1 71 1 73 C5 ... 4.752 1 548 414 C5- 6.193 1 965 50 C5 ... 6.193 1 876 639 cs ... 6.193 1 397 466 C5 ... 6.193 1 527 716 C5 ... 4.752 1 .6 602 C5 ... 1.829 1 .6 .6 C5 ... 1.829 1 6 6 C5 ... 4.752 1 .6 808 C5 ... 6.193 1 212 431 C5 .. 6.193 1 396 781 C5 ... 6.193 1 728 411 C5 ... 4./!)2 1 14!) 814 C!) ... 4.752 1 731 212 C5 ... 6. 93 1 307 777 C5 .. 4.752 1 926 53 C5 ... 4.752 1 47 469 C5 ... 6.'93 1 386 654 C5 ... 4.752 1 475 ~5 C5 ... 4.752 1 993 623 C5 ... 4.752 1 977 523 C5 ... 4.752 1 791 656 C5 ... 6. ·sa 1 616 412 C5 ... 4.752 1 .6 825 C5 ... 1.829 1 6 6 C5 •• 1.829 1 .6 .6 C5 ... 1.829 1 6 6 C5 ..• 1.829 1 .6 .6 cs ... 1.829 1 6 6 C5 ... 4.152 1 .6 602 cs ... 6.193 1 535 594 cs ... 6.193 1 574 527 C5 ... 4.752 1 744 517 C5 ... 4.752 1 786 !.79 C5 ... 4.752 1 658 386 C5 ... 6.193 1 686 973 C5 ... 4.752 1 477 353C5 ... 4.752 1 773 704 C5 ... 6.193 1 712 209 C5 ... 6.193 1 548 .514 C5 ... 4.752 1 967 7-42 C5 ... 4.752 1 877 372 C5 ... 4.752 1 395 :n C5 ... 6.193 1 527 723 c s ... 4.752 1 .6 604 C5 ... 1.829 1 6 6 C5 ... 1.829 1 .6 .6 C5 .. 4.752 1 6 933 C5 ... 4.752 1 .21 832 cs .. RISA-30 Version 7.1.3 [\ ... \. .. \ ... \ ... \ ... \. .. \ ... \. .. \. .. \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inctitagJI;Hgh Seisn Company Designer Job !'\lumb er Orie2 Engin eering DJF Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) Member Shaoe UCMax ~oc:. Shear UC Loc:. Pnlkl Tnlkl 83 4 M122 6Zx3x1 .. .380 4 033 0 z 18.7 ... 37 5 84 4 M123 6Zx3x1. .371 0 .023 0 lz 20.6 ... 137.5 85 4 M124 6Zx3x1 .. 153 0 030 0 lv 21.8 ... 37 5 86 4 M125 6Zx3x1. .436 4 .023 0 lv 18.7 .•. 37.5 87 4 M126 6Zx3x1. 649 3.25 .078 0 lz 19.8 ... 37.5 88 4 M127 6Zx3x1. 587 2 049 0 21,1 ... 37 5 89 4 M128 6Zx3x1 .. 703 0 .108 0 z2U ... 137.5 90 4 M129 6Zx3x1.. 402 0 .046 0 z 19.8 ... 137.5 9 1 4 M130 6Zx3x1 .. .287 4 .018 0 2 18.7 ... 137.5 92 4 M131 6Zx3x1. .282 75 .037 0 v 21.8 ... 137 5 93 4 M132 6Zx3x1. .281 0 .026 0 lv2o.6 ... 37.5 94 4 M133 6Zx3x1. .679 4 .025 0 lv 18.7 ... 137.5 95 4 M134 6Zx3x1 .. 838 0 .065 0 z 19.8 ... 37 5 96 .4 1\.4135 67x3x1. .133 0 .059 0 z :?1.9 ... 37.5 97 4 M136 f4ZS2X.. • 087 14.08 .012 8 v 6.254 27.35 98 4 M137 f4ZS2X .. 093 4.25 012 0 v 6.254 27.35 99 4 M138 4ZS2X.. 089 4.25 012 8 y_ 6.254 27.35 100 4 M139 4ZS2X .. .098 4.25 .012 0 v 6.254 27.35 101 4 M140 ~ZS2X.. 092 4.25 012 0 lv 6.254 27.35 102 4 M141 f4ZS2X.. 088 14.08 .012 0 [\(6.254 27.35 103 4 M142 4ZS2X .. .088 14.08 .012 0 v 6.254 27.3!1 104 4 M143 4ZS2X.. .087 14.08 .012 0 v 6.254 27.35 105 4 M144 4ZS2X .. 088 14.08 .012 0 v 6.254 27.35 106 4 M1 45 [4ZS2X.. 088 14.08 .012 0 v 6.254 27.35 107 4 M146 4ZS2X.. .088 14.08 .012 0 v 6.254 27.35 108 4 M147 ~ZS2X.. 088 14.08 .012 0 v 6.254 27.35 _109 4 M148 4ZS2X .. :8~~ 4.25 ,012 0 v 6.254 27.35 J10 4 M149 4ZS2X .. 4.25 012 0 lv 6.254 27.35 11 1 4 M150 4ZS2X .. .094 4.25 .012 0 lv 6.254 27.35 112 4 M151 4ZS2X.. 090 4.25 .012 0 v 6.254 27.35 113 4 M152 4ZS2X .. 087 14.08 .012 0 6.254 27.35 114 4 M153 4ZS2X .. .088 14.08 .012 0 v 6.254 27.35 11 5 4 M154 4ZS2X .. 089 4.25 012 0 v 6.254 27.35 11 6 4 M155 14ZS2X .. .096 4.25 .012 0 6.254 27.35 117 4 M15S [4ZS2X.. .09.5 4.25 .012 0 v 6.254 27.35 ~ 4 M157 ~ZS2X .. 090 4.25 012 0 lv 6.254 27.35 119 4 M158 4ZS2X .. 089 4.25 012 0 v 6.254 27.35 120 4 M159 4ZS2X .. .087 j4.08 .012 0 v 6.2!14 2/.3!1 121 4 M160 4ZS2X.. 086 14.08 .012 8 v 6.254 27.35 122 4 M161 ~ZS2X .. .091 4.25 012 0 v 6.254 27.35 123 4 M162 [4ZS2X .. 088 [4.08 .012 8 v 6.254 27.35 124 14 M163 14ZS2X .. .098 4.25 .012 0 v 6.254 27.35 125 14 M164 4ZS2X.. .092 4.25 Ot2 0 v 6.254 27.35 126 14 M165 4ZS2X.. .089 4.25 .012 0 v 6.254 27.35 127 4 M166 4ZS2X .. .088 4.25 .012 0 v 6.254 27.35 128 14 M167 4ZS2X .. .088 14.08 .012 0 v 6.254 27.35 129 14 M168 4ZS2X .. 095 4.25 .012 0 v 6.254 27.35 130 4 M1 69 4ZS2X .. .095 4.25 .012 0 v 6.254 27.35 131 14 M170 ~ZS2X.. 088 14.08 .012 0 v 6.254 27.35 132 4 M171 [4ZS2X .. 088 14.08 012 0 v 6.254 27.35 133 4 M172 4ZS2X .. .088 14.08 .012 0 v 6.254 27.35 134 14 M173 4ZS2X .. .087 ~.08 .012 0 lv 6.254 27.35 135 4 M174 4ZS2X .. .092 4.25 .012 0 lv 6.254 27.35 136 4 M175 4ZS?X .. 090 4.25 012 0 v 6..:?54 27.35 137 14 M176 4ZS2X .. .086 [4.08 .012 0 v 6.254 2/.3!1 138 4 M177 [4ZS2X .. 088 [4.08 012 0 v 6.254 27.35 139 14 M178 f4ZS2X.. .088 [4.08 .012 0 v 6.254 27.35 Mnv. 2.086 1.913 1.913 1.913 1.913 1.913 2.086 1.913 1.913 1.913 1.913 1.913 1.913 ::>.086 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1,288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.?88 1.288 1.288 1.288 Page:A42 Checked By: Mn:z. Cb r. r. Eon 4.752 1 396 627 C5 ... 6.193 1 728 509 C5 ... 6.193 1 74E 763 C5 ... 6.193 1 731 495 C5 ... 6.193 1 3oe 849 C5 ... 6.193 1 92E 611 C5 ... 4.752 1 477 664 C5 ... 6.193 1 383 369 C5 ... 6.193 1 473 716 C5 ... 6.193 1 996 776 C5 ... 6.193 1 987 4a1 C5 ... 6. 93 1 788 65 C5 ... 6.193 1 615 879 C5 ... 4.75:? 1 6 971 C5 ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 C5 ... 1.661 1 6 1 C5 ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 cs .. 1.661 1 .6 1 C5 ... 1.661 1 .6 1 Cb ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 G5 ... 1.661 1 6 1 C5 ... 1.661 1 6 1 C5 ... 1.661 1 6 1 G5 ... 1.661 1 6 1 G5 ... 1.661 1 6 1 C5 ... 1.661 1 6 1 G5 ... 1.661 1 6 1 G5 ... 1.661 1 6 1 G5 ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 G5 ... 1.661 1 .6 1 C5 ... 1.661 1 .s 1 C5 ••. 1.661 1 6 1 G5 ... 1.661 1 6 1 G5 ... 1.661 1 .6 1 G!l ... 1.661 1 6 1 C5 ... 1.661 1 .6 1 G5 ... 1.661 1 6 1 cs ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 G5 .•. 1.661 1 6 1 G5 ... 1.661 1 .6 1 C5 .•. 1.661 1 .6 1 C5 .. 1.661 1 6 1 G5 ... 1.661 1 6 1 C5 .. 1.661 1 .6 1 cs.~ 1.661 1 6 1 C5 ... 1.661 _1 .6 1 C5 ... 1.661 1 .6 1 C5 ... 1.661 1 6 1 cs ... 1.661 1 6 1 C5 ... 1.661 1 .6 1 C5 ... 1.661 1 s 1 C5 .•. 1.661 1 .6 1 C5 ... RISA-3D Version 7 .1.3 (\ ... \. .. \. .. \ ... \ ... \. .. \ ... \. .. \. .. \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inci'-RagJ!;:High S eisn Company Designer Job ~umber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) Member Shaoe UCMax ~"~· ShAar UC . 0~~ Pnlkl Tnlkl 140 4 M179 4ZS2X .. 097 4.25 012 0 lv 6.254 27.35 141 14 M180 4ZS2X .. .094 4.25 .012 0 lv 6.254 27.35 142 4 M181 4ZS2X .. .094 4.25 012 0 lv 6.254 27.35 143 4 M182 4ZS2X .. 088 ~.083 .012 0 lv 6.254 27.35 144 14 M1 83 4ZS2X .. .088 ~.08 .012 0 IV 6.254 27.35 Member AISC 13th ASD Steel Code Checks fBy Combination) Mnv. 1.288 1.288 1.288 1.288 1.288 Page:A43 Checked By: Mnz. Cb C. C. 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 Ean C5 ... C5 ... C5 ... C5 ... C5 .. C Member Shaoe UC Max .acfft Shea Loc!lt Pnc/. Pnt/o. Mnw/om fk·ftl Mnzz. Cb Ean 1 14 M1 PIPE 2.5 .. .643 3 .050 0 ~8.733 30.612 2 174 2174 1.6 .. HHt 2 14 M3 PIPE 2.5 .. .735 3 .058 0 t28.733 30.612 2.174 2.174 1.6. H1·1t _3 14 M5 PIPE 2.5 . 336 3 026 0 t28.733 30.612 2.174 2 174 1.6 .. H1-1t 4 4 M55 PIPC 2.5 .. 622 3 .049 0 128.733 30.612 2.174 2.174 1.6 .. I l-It 5 4 M57 PIPE 2.5 .. 709 3 .056 0 128.733 [30.612 2.174 2 174 1.6 .. H1-1t 6 4 M59 PIPE 2.5 .. .302 3 . 024 0 128.733 130.612 2.174 2.174 1.6 .. HHt 7 4 M109 PIPE 2.5 .. .666 3 052 0 128.733 ~0.612 2 174 2174 1.6 .. H1-1t 8 4 M11 1 PIPE 2.5 .. 744 3 058 0 128.733 [30.612 2.174 12.174 1.6. H1 -1t 9 14 M113 PIPE 2.5 .. .318 3 .025 0 128.733 ~0.612 2.174 2.174 1.6 .. H1 ·1t AI SA-3D Version 7.1.3 [\. .. \. .. \ ... \ ... \ ... \. .. \ ... \. .• \. .. \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inc~ :High Seisn ~ 2 X Loads: LC 5, 0 Results for LC 1, D+W (right) Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Dead Load Page:A44 Section Sots 2.5"PIPE .t .. Z-Chanrutl 8" Z-Channel Non-f'en Log l2X15X14GA Aug 13, 2008 at 1 :05 PM Rack-Bx1Q-20 Degree-ALT-2 Min P ... Page:A45 &Iebon SIII y r~·· zDx ~· Z-chonnol 6"7-channel Nor>-Pon leg l2X1 SXHGA r----- I -.011 klft -.011kift -.011kfl -.011 k/ft -.011k,ft -.011ktft -.011 kift -.011k ft -.011 kift -.011 kift -.011k/ft -.011 kift t · ,. {'--->., I {'--->., If>· {'--->.' 1 l Loads: LC 5, 0 Results for LC 1, D+W (right) Orie2 Engineering Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack DJF Aug 13, 2008 at 1 :07 PM ---I Dead Load Rack·8x1Q-20 Degree-ALT-2 Min P ... I I I I Company Designer Job l'\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Reactions lBy Combination) LC Joint Label Xlkl Yl'kl Zlkl 1 5 N1 .002 .073 017 2 5 N2 0 149 0 3 5 N3 0 jj2 0 4 5 N4 0 .122 0 5 5 NS 0 .081 -.017 _6 5 N29 0 .145 0 7 5 N30 0 256 0 _8 5 _N31 0 .218 0 9 5 N32 0 .296 0 10 5 N33 0 118 0 11 5 N57 0 .175 .03 12 5 N58 0 .264 0 13 5 N59 0 .23 0 14 5 N60 0 .267 0 15 5 N61 0 .146 -.028 16 5 NBS 0 145 0 17 5 N86 0 .256 0 18 5 N87 0 .218 0 19 5 N88 0 .296 0 20 5 N89 0 .118 0 21 5 N113 -002 .073 .017 22 5 N114 0 .149 0 23 5 N115 0 112 0 24 5 N116 0 122 0 25 5 N117 0 .081 -.017 c__26 ,_5 Totals: 0 4.224 0 27 5 COG lft): X: 16 Y:3 Z: 19.75 Member Cold Formed Steel Code Checks fBy Combination) Page:A46 Checked By: MX lk-ftl MY!k-ftl MZ lk-ftl 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~-I-0 0 0 -1-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member Shaoe UC Max • oc. Shear UC .oc . Pnlkl Tnlkl Mnv. Mnz. Cb r. (' Eon 1 5 M2 3.5CS ... .021 3 000 0 z 13.0 ... 20.7 ... . 535 1.829 1 .6 .6 cs ... 2 5 M4 3.5CS ... .017 3 000 0 z 13.0 ... 20.7 ... 53 ·1.829 1 .6 6 C5 ... r-~ s r-M6 6Zx3x1 .. 019 0 .019 0 v 21.9 ... 37.5 2.086 4.752 1 6 855 C5 ... 4 5 M13 6Zx3x1 .. .029 3.25 .009 0 v 19.8 ... 37.5 2.086 4.752 1 986 379 cs... 5 Is M14 6Zx3x1 .. 033 0 002 0 v 18.7 ... 37.5 2.086 4.752 1 278 862 C5 ... 6 Is M1S 6Zx3x1 .. .04S 2.S 020 0 y20.6 ... 37.S 2.086 4.752 1 306 403 C5 ... 7 5 M16 6Zx3x1 .. 045 0 019 0 v 21.8 ... 37.5 2.086 4.752 1 834 824 C5 ... 8 IS M17 6Zx3x1 .. .030 0 .010 0 v 18.7 ... 37.5 2.086 4.752 1 .21 .23 C5 ... 9 5 M18 6Zx3x1 .. .014 0 002 0 v 19.8 ... 37.5 2.086 4.752 1 .6 747 cs... 10 IS M19 6Zx3x1 .. 033 -~ 014 0 v 21.1... 37.5 2.086 4.752 1 532 518 C5 ... 11 s M20 6Zx3x1 .. .033 .01S 0 v 21.1. .. 37.5 2.086 4.752 1 864 488 C5 ... 12 s M21 6Zx3x1 .. .015 3.25 .003 0 v 19.8 ... 37.5 2.086 4.752 1 695 675 C5 ... 13 s M22 6Zx3x1 .. .029 4 .008 0 v 18.7 ... 37.5 2.086 4.752 1 39 363 C5 ... 14 'S M23 6Zx3x1 .. 035 .7S .020 0 v 21.8 ... 37.5 2.086 4.752 1 808 .74 C5 ... 15 5 M24 6Zx3x1.. 035 0 012 0 y20.6 ... 37.5 2.086 4.752 1 408 489 C5 ... 16 s M25 6Zx3x1 .. .045 4 .006 0 v 18.7 ... 37 5 2.086 4.752 1 .31 681 C5 ... r-1-L R--:-~26 6Zx3x1 .. .026 0 .009 0 v 19.8 ... 37.5 2.086 4.752 1 .6 432 cs... 18 5 M27 6Zx3x1 .. .020 .25 .021 0 v 21.9 ... 37 5 2.086 4.752 1 6 843C5 ... 19_ IS M28 3.5CS ... 021 3 000 0 z 13.0 ... 20.7 ... .53 1.829 1 6 6CS... 20 Is M29 3.5CS ... .036 3 .000 0 z 13.0 ... 20.7 ... .535 1.829 .J .6 .6 C5 ... r--2L ~ MSO 3.5CS ... .030 3 .000 0 z 13.0 ... 20.7 ... .S;L 1.829 .J_ .6 .6 C5 ... 22 5 -'r~l31 3.5CS ... .041 3 000 0 z 13.0 ... 20.7 ... .53 1.829 1 .6 .6 C5 ... 23 5 M32 3.5CS ... . 017 3 000 0 z 13.0 ... 20.7 ... .535 1.829 1 .6 .6 cs ... 24 5 M33 6Zx3x1.. 013 .25 038 0 v 21.9 ... 37 5 f~ 4.752 1 6 603 C5 ... 25 iS M40 6Zx3x1 .. .051 3.25 012 0 v 19.8 ... 37.5 2.086 4.752 1 .6 599 C5 ... RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-Bx1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inc~lCigh Seisn I I Company Designer Job !\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Cold Formed Steel Code Checks (By Combination) (Continued) . Member Shaoe UCMax _oc. Shear UC _oc. Pnlkl Tnlkl 26 5 M41 6Zx3x1 .. 057 0 008 0 :y 18.7 ... 37.5 27 5 M42 6Zx3x1 .. .077 25 .032 0 'V 20.6 ... 37 5 28 5 M43 6Zx3x1 .. 077 0 036 0 21.8 ... 37 5 29 5 .M44 6Zx3x1 .. .049 4 .018 0 v 18.7 ... 37.5 30 5 M45 6Zx3x1 .. 021 0 003 0 19.8 ... 37 5 31 5 M46 6Zx3x1 .. .064 2 .027 0 v 21.1 ... 37.5 32 5 M47 -6Zx3x1 .. .064 0 .030 0 v 21.1... 37.5 33 5 M48 6Zx3x1 .. .033 3.25 .007 0 v 19.8 ... 37 5 34 5 M49 6Zx3x1 .. .047 4 .015 0 :v 18.7 ... 37 5 35 5 MSO 6Zx3x1 .. .056 .75 058 0 v 21.8 ... 37.5 36 5 M51 6Zx3x1 .. .056 0 020 0 v 20.6 ... 37.5 37 5 M52 6Zx3x1 .. .060 4_ 1-.010 0 v 18.7 ... 3L.5 38 5 M53 6Zx3x1 .. 028 0 005 0 19.8 ... 37.5 39 5 M54 6Zx3x1.. • Qj_Q 0 031 0 v 21.9 ... 37.5 40 5 M56 3.5CS ... .037 3 .000 0 z 13.0 ... 20.7 ... 41 5 M58 3.5CS ... 037 3 .000 0 z 13.0 ... 20.7 ... 42 l5 M60 6Zx3x1 .. .034 0 046 0 y21.9 ... 37.5 43 5 M67 6Zx3x1 .. 046 3.25 . 016 0 v 19.8 ... 37.5 44 5 M68 6Zx3x1 .. .051 0 .005 0 v 18.7 ... 37.5 45 5 M69 6Zx3x1 .. ,076 25 034 0 v 20.6 ... 37 5 46 5 M70 6Zx3x1 .. .o76 0 .036 0 21.8 ... 37.5 47 5 M71 6Zx3x1 .. 0_.49 4 .018 0 v 18.7 . .:: 37.5 48 s M72 6Zx3x1 .. .021 0 .003 0 19.8 ... 37.5 49 5 M73 6Zx3x1 .. .066 2 029 0 v 21.1... 37 5 50 5 M74 6Zx3x1.. 066 0 032 0 21.1 ... 37 5 51 5 M75 6Zx3x1 .. .033 3.25 007 0 v 19.8 ... 37 5 52 Is -M76-6Zx3x1 .. .050 ' 4 .016 0 v 18.7...i37.5 53 5 M77 6Zx3x1 .. .056 .75 . 051 0 v 21.8 ... 37 5 54 5 M78 6Zx3x1 .. .056 0 .019 0 v 20.6 ... 37.5 55 5 M79 6Zx3x1.. 066 4 .010 0 v 18.7 ... 37.5 56 5 M80 6Zx3x1 .. .033 0 .012 0 v 19.8 ... 37.5 57 5 MB1 6Zx3x1 .. .032 .25 .038 0 v 21.9 ... 37.5 58 5 MB2 3.5CS ... 021 3 000 0 z 13.0 ... 20.7 ... 59 Is MB3 3.5CS ... .036 3 .000 0 z 13.0 ... 20.7 ... 60 5 MB4 3.5CS ... 030 3 000 0 z 13.0 ... 20.7 ... 61 5 M85 3.5CS ... .041 3 .000 0 z 13.0 ... 20.7 ... 62 IS M86 ~.5CS ... .017 3 .000 0 z 13.0 ... 20.7 ... 63 5 MB7 6Zx3x1 .. .013 .25 .038 0 v 21.9 ... 37.5 64 5 M94 6Zx3x1.. .051 3.25 .012 0 19.8 ... 37 5 65 5 M95 6Zx3x1 .. .057 0 .008 0 v 18.7 ... 37 5 66 5 M96 6Zx3x1 .. 077 25 .032 0 v 20.6 ... 37 5 67 5 M97 6Zx3x1 .. .077 0 .036 0 v 21.8 ... 37.5 68 5 M9B 6Zx3x1 .. .049 4 .018 0 18.7 ... 37 5 69 5 M99 6Zx3x1 .. .021 0 _ .003 0 v 19.8 ... 32.5 70 5 M100 6Zx3x1 .. .064 2 .027 0 v 21.1... 37.5 71 5 M101 6Zx3x1 .. .064 0 .030 0 v 21.1 ... 37.5 72 5 M102 6Zx3x1 .. .033 3.25 .007 0 v 19.8 ... 37.5 73 5 M1Q3_ ~~x1 .. 047 4 _ 1-.015 0 v 18.7 ... 37 5 74 5 M104 6Zx3x1 .. .056 .75 .058 0 v21.8 ... 37.5 75 5 M105 6Zx3x1 .. .056 0 .020 0 v 20.6 ... 37 5 76 5 M106 6Zx3x1 .. .060 4 .010 0 v 18.7 ... 37.5 77 5 M107 6Zx3x1 .. .028 0 .005 0 v 19.8 ... 37.5 78 5 M108 6Zx3x1 .. .010 0 .031 0 v 21.9 ... 37.5 79 5 M110 3.5CS ... 021 3 000 0 z 13.0 ... 20.7 ... 80 5 M112 3.5CS ... 017 3 000 0 z 13.0 ... 20.7 ... 81 5 M114 6Zx3x1 .. .019 0 .019 0 y21.9 ... 37.5 82 5 M121 5Zx3x1 .. .029 3.25 j)_Q9 0 v 19.8 ... 37.5 Page:A47 Checked By: Mnv. Mnz. Cb C. C. Eon 2.086 4.752 1 6 712 C5 ... 2.086 4.752 1 6 444 C5 ... 2.086 4.752 1 6 813 C5 ... 2.086 4.752 1 6 206 C5 ... 2.086 4.752 1 6 787 C5 ... 2.086 4.752 1 .6 523 C5 ... 2.086 4.752 1 .6 .48 C5 ... 2.086 4.752 1 .6 639 C5 ... 2.086 4.752 1 .6 268·C5 ... 2.086 4.752 1 6 599 C5 ... 2.086 4.752 1 .6 534 C5 ... 2.086 4.752 1 6 648 C5 ... 2.086 4.752 1 ,6_ 72 cs ... 2.086 4.752 1 .6 603 C5 ... .535 1.829 1 .6 .6 C5 ... .53 1.829 1 .6 .6 C5 ... 2.086 4.752 1 .6 803 C5 ... 2.086 4.752 1 6 434 C5 ... 2.086 4.752 1 6 78 C5 ... 2.086 4.752 1 .6 411 C5 ... 2.086 4.752 t .6 814 C5 ... 2.086 4.752 1 .6 212 C5 ... 2.086 4.752 1 6 775 C5 ... 2.086 4.752 1 .6 531 C5 ... 2.086 4.752 1 .6 468 C5 ... 2.086 4.752 1 6 654 CS ... 2.086 4.752 1 .6 294C5 ... 2.086 4.752 1 6 623 cs ... 2.086 4.752 1 .6 522 C5 ... 2.086 4.752 1 .6 656 C5 ... 2.086 4.752 1 .6 409 C5 ... 2.086 4.752 1 6 826 C5 ... 53 1.829 1 6 6 C5 ... .535 1.829 1 6 .6 C5 ... .53 1.829 1 .6 6 C5 ... .53 1.829 1 .6 .6 C5 ... .535 1.829 _1 .6 .6 C5 ... 2.086 4.752 1 .6 603 C5 ... 2.086 4.752 1 .6 599 C5 ... 2.086 4.752 1 .6 712 C5 ... 2.086 4.752 1 6 444 C5 ... 2.086 4.752 1 .6 813 C5 ... 2.086 4.752 1 .6 206 C5 ... 2.086 4.752 1 .6 787 C5 ... 2.086 4.752 1 .6 523 C5 ... 2.086 4.752 1 .6 48 C5 ... 2.086 4.752 1 6 639 C5 ... 2.086 4.752 1 6 268 C5 ... 2.086 4.752 1 .6 599 C5 ... 2.086 4.752 1 6 534 C5 ... 2.086 4.752 1 .6 648 C5 ... 2.086 4.752 1 .6 .72 C5 ... 2.086 4.752 1 .6 603 C5 ... .535 1.829 1 .6 6 C5 ... .53 1.829 1 .6 .6 C5 ... 2.086 4.752 1 .6 ass cs ... 2.086 4.752 _1 986 379CS ... RISA-30 Version 7 .1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays-36 inctflagJ!s:High Seisn I I I I I I I I I I I I Company Designer Job l"'lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Member Cold Formed Steel Code Checks fBy Combination) (Continued) Member Shane UC Max _oc. Shear UC _oc. Pnfkl Tnfkl 83 5 M122 6Zx3x1 .. .033 0 .002 0 v 18.7 .•• 37.5 84 5 M123 6Zx3x1 .. 045 25 020 0 v 20.6 ... 37 5 85 5 M124 6Zx3x1 .. .045 0 .019 0 v 21.8 ... 37.5 86 5 M125 6Zx3x1 .. 030 0 010 0 v 18.7 ... 37.5 87 5 M126 6Zx3x1 .. .014 0 .002 0 V_ 19.8 ... 37.5 88 5 M127 6Zx3x1 .. .033 2 .014 0 v 21.1 ... 37.5 89 Is M128 6Zx3x1 .. .033 0 .015 0 21.1... 37.5 90 IS M129 6Zx3x1 .. .015 3.25 .003 0 v 19.8 ... 37.5 91 5 M130 6Zx3x1.. 029 4 008 0 v 18.7 ... 37 5 92 5 M131 6Zx3x1 .. .035 .75 .020 0 v 21.8 ... 37.5 93 5 M132 6Zx3x1 .. 035 0 012 0 v 20.6 ... 37 5 94 5 M133 6Zx3x1 .. .045 4 .006 0 v 18.7 ... 37 5 95 5 M134 6Zx3x1 .. .026 0 .009 0 v 19.8 ... 37.5 96 5 M135 6Zx3x1 .. 020 25 021 0 v 21.9 ... 37.5 97 5 M136 4ZS2X .. .089 4 .012 0 v 6.254 27.35 98 5 M137 4ZS2X .. .091 4 .012 0 v 6.254 27.35 99 5 M138 4ZS2X .. 091 4 012 0 6.254 27.35 100 5 M139 4ZS2X .. 089 4 . 012 0 v 6.254 27.35 101 5 M140 4ZS2X .. 088 4 012 0 6.254 27.35 102 5 M141 4ZS2X .. .088 4 .012 0 v 6.254 27.35 103 5 M142 4ZS2X .. .088 4 .012 0 6.254 27.35 104 5 M143 4ZS2X .. .088 4 012 0 6.254 27.35 105 5 M144 4ZS2X .. .088 4 .012 0 v 6.254 27.35 106 5 M145 4ZS2X .. 088 4 012 0 6.254 27.35 107 5 M146 4ZS2X .. .088 4 .012 0 v 6.254 27.35 108 5 M147 4ZS2X .. 088 4 012 0 v 6.254 27.35 109 5 M148 4ZS2X .. .090 4 .012 0 v 6.254 27.35 110 5 M149 rtZS2X .. .091 4 .012 0 v 6.254 27.35 111 5 M150 4ZS2X .. .091 4 012 0 6.254 27.35 112 15 M151 i4ZS2X .. .090 4 .012 0 v 6.254 27.35 113 5 M152 4ZS2X .. .088 4 .012 0 v 6.254 27.35 114 15 M153 4ZS2X .. 088 4 012 0 v 6.254 27.35 115 5 M154 4ZS2X .. .088 4 .012 0 6.254 27.35 116 5 M155 4ZS2X .. 088 4 012 0 6.254 27.35 117 5 M156 4ZS2X .. .089 4 .012 0 v 6.254 27.35 118 5 M157 rtZS2X .. .089 4 .012 0 6.254 27.35 119 5 M158 4ZS2X .. .089 4 .012 0 6.254 27.35 120 5 M159 4ZS2X .. .089 4 .012 0 _V 6,254 27.35 121 15 M160 4ZS2X .. .088 4 012 0 v 6.254 27.35 122 15 M161 4ZS2X .. .089 4 .012 0 v 6.254 27.35 123 5 M162 4ZS2X .. .089 4 012 0 6.254 27.35 124 5 M163 4ZS2X .. .088 4 .012 0 v 6.254 27.35 125 5 M164 4ZS2X .. 088 4 .012 0 6.254 27.35 j_26 5 M165 4ZS2X .. .088 4 .012 0 6.254 27.35 127 5 M166 4ZS2X .. .088 4 .012 0 v 6.254 27.35 128 5 M167 4ZS2X .. .088 4 012 0 lv 6.254 27.35 129 5 M168 4ZS2X .. 090 4 012 0 lv 6.254 27.35 130 5 M169 4ZS2X .. 091 4 .012 0 v 6.254 27.35 131 5 M170 4ZS2X .. 091 4 012 0 v 6.254 27.35 132 5 M171 4ZS2X .. .090 4 012 0 6.254 27.35 133 5 M172 4ZS2X .. .088 4 .012 0 v 6.254 27.35 134 5 M173 4ZS2X .. .088 4 012 0 v 6.254 27.35 135 5 M174 4ZS2X .. .088 4 .012 0 v 6.254 27.35 136 5 M175 4ZS2X .. .088 4 012 0 v 6.254 27.35 137 5 M176 4ZS2X .. .088 4 . 012 0 v 6.254 27.35 138 5 M177 4ZS2X .. 088 4 012 0 v 6.254 27.35 139 5 M178 4ZS2X .. 088 4 .012 0 v 6.254 27.35 Mnv. 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 2.086 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 1.288 Page:A48 Checked By: Mnz. Cb ~ ~ 4,752 1 278 862 4.752 1 306 403 4.752 1 834 824 4.752 1 .21 .23 4.752 1 .6 747 4.752 1 532 518 4.752 1 864 488 4.752 1 695 675 4.752 1 39 363 4.752 1 808 .74 4.752 1 408 489 4.752 1 .31 681 4.752 1 .6 432 4.752 1 .6 843 1.661 1 .6 1 1.661 1 6 1 1.661 1 6 1 1.661 1 6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 6 1 1.661 J .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 . 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 . 6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 6 1 1.661 1 .6 1 1.661 1 .6 1 1.661 1 .6 1 Eon C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... C5 ... cs ... C5 ... RISA-3D Version 7.1.3 (\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 inct'flagJS:Migh Seisn I Company Designer Job !'\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Page:A49 Checked By: __ I Member Cold Formed Steel Code Checks (By Combination) (Continued) Member Shaoe UCMax • oc. Shear UC .oc . Pnlkl Tnlkl Mnv. Mnz. Cb ("'; c. Eon 140 5 M179 4ZS2X .. .088 4 .012 0 lv 6.254 27.35 1.288 1.661 1 6 1 cs ... 141 5 M180 4ZS2X .. .089 4 012 0 lv 6.254 27.35 1.288 1.661 1 6 1 C5 ... 142 5 M181 4ZS2X .. .090 4 012 0 lv 6.254 27.35 1.288 1.661 1 .6 1 C5 ... I ,_1.43 5 -M-182 4ZS2X .. .090 4 012 0 lv 6.254 27.35 1.288 1.661 1 6 1 C5 ... 144 5 M183 4ZS2X .. 089 4 012 0 lv 6.254 27.35 1.288 1.661 1 6 1 C5 ... Member A/SC 13th ASD Steel Code Checks (By Combination) .C Member Shaoe UC Max .oclft I Shea . • ocrtt' Pnc/. PnVo. .. fk-ftl Mnzz. Cb Ean r-}-~ _ M1 PIPE 2.5 .. .025 ·~ ~02 0 t28.733 ~0.612 2.1l4 2.174 1.6 .. HHt M3 PIPE 2.5 .. .003 3 000 0 ~8.733 t30.612 2.174 2.174 1.6 .. H1-1t 3 s MS PIPE 2.5 .. .02S 3_ ,_,.00.2 0 t28.733 30.612 2.174 2.174 1.6 .. !-!Ht 4 s M5S PIPE 2.5 .. .044 3 003 0 128.733 30.612 2 174 2 174 1 H1-1t 5 s MS7 PIPE 2.5 .. .oos 3 .000 0 28.733 30.612 2.174 2.174 1 ~1-lt 6 IS M59 PIPE 2.5 .. .041 3 .003 0 28.733 ~0.612 2.174 2 174 1 HHt 7 5 M109 PIPE 2.5 .. .025 3 .002 0 28.733 t30.612 2.174 2.174 1.6 .. H1-1t 8 IS M111 PIPE 2.5 .. .003 3 .000 0 28.733 Bo.612 2 174 2.174 1.6 .. HHt 9 5 M113 PIPE 2.5 .. .025 3 .002 0 1:28.733 ~0.612 2.174 2.174 1.6 .. HHt I RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays -36 inct-RagJ:sltgh Seisn I I I I I I I I I I I Beam: M134 =r-Shape: 6Zx3x16GA_ CFA -1.14 at 3.25 ft Material: CF L T-GA-STEEL Length: 3.25 ft -.004 at 3.25 ft I Joint: N124 Dy n J Joint: N139 -.037 at 0 ft LC 4: D+EO (e-w) Code Check: 0.838 (bending) Report Based On 97 Sections -1.5 at 0 ft -.25 at 0 ft -.136 at 0 ft Vz A k -.032 at 0 ft Vy k .602 at 0 tt .846 at 0 ft -.242 at 3.25 ft Mz k·ft T k-ft -.346 at 0 ft My 24.905 at 0 ft ft -.181 atOft fa ksl ksl I fc . 2.798 at 3.25 ft -24.905 at 0 ft AISI 01 ASD Code Check Max Bending Check Location Equation R (c3.1.3) Fy Pn Tn Mny Mnz Vny Vnz Cb Not Used 50ksl 19.803 k 37.5 k 1.913 k·ft 6.193 k-ft 6.076 k 8.906 k 0.838 Oft C5.1.1-1 Max Shear Check Location Max Defl Ratio Y-Y Lb 3.25 ft KUr 46.875 Sway No L Comp Flange Z-Z 3.25 ft 46.875 No 3.25 ft 0.065 (z) Oft U1819 Page: ASO -in k I Page: A51 Beam: M60 I Shape: 6Zx3x16GA CF A .005 at .25 tt Material: CF L T ·GA·STEEL Length: .25-ft 0 at 0 ft I Joint: N62 Dz in J Joint: N69 0 at .25ft I LC 3: D+EQ (n·s) Dy In Code Check: 0.459 {bending) 0 at 0 ft Report Based On 97 Sections .4at0ft .394 at 0 ft I 0 at 0 ft Vz k A k Vy k I I 1.213 at 0 ft 0 at 0 ft T k·ft I My k·ft 0 at .25ft I Mz k-ft 1 .115 at .25 ft I I --- 9.794 at 0 ft -8.999 at .25 tt ft ksi .534 at 0 tt fa ksi fc ksi 8.999 at .25 ft -9.794 at 0 ft AISI 01 ASD Code Check Max Bending Check 0.459 Max Shear Check 0.104 {y) I Location Oft Location Oft Equation C5.2.1·3 Max Defl Ratio U10000 R (c3.1.3) Not Used I Fy 50 ksl Y-Y Z-Z Pn 21.918 k Lb .25ft .25ft Tn 37.5 k KUr 3.606 3.606 Mny 2.086 k·ft Sway No No I Mnz 4.752 k·ft L Camp Flange .25ft Vny 6.076 k Vnz 8.906 k Cb Worst Case 2.5" Pipe Results Beam : M111 Shape: PIPE 2.5 HRA Material: HR PiPE:STEEL Length: 3ft- I Joint: N115 J Joint: N120 LC 4: D+EQ (e-w) Code Check: 0.744 (bending) Report Based On 97 Sections .271 at 0 ft A k -------- T k-ft .159 at 0 ft fa --------ksi Dy Vy Mz fc --------------------- Dz -----=::::;:== In -.08 at 3ft -1.271 at 3ft .51 at 0 ft .164 at 0 ft I Vz k k I k-ft i .491 at 3ft My k-ft -1.529 at 3ft 18.115at3ft ft ksl ksl I -18.115 at 3 ft AISC 13th ASD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy 30 ksl Pnc/om 28.733 k Pnt/om 30.612 k Mny/om 2.174 k-ft Mnz/om 2.174 k-ft Vny/om 9.184 k Vnz/om 9.184 k Tn/om 2.045 k-ft Cb 1.667 0.744 3ft H1-1b Compact Compact Lb KUr Sway Max Shear Check Location Max Defl Ratio 0.058 (s) Oft U1047 Compression Flange Non-Slender Compression Web Non-Slender Y-Y Z-Z 3ft 3ft 37.998 37.998 No No L Comp Flange 3ft Torque Length NC Page:A52 Page:A53 I ~ 2 X Orie2 Engineering Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack DJF Aug 13, 2008 at 1 :45 PM Uplift (Modified Boundary Conditions) Aack-8x1()-20 Degree-ALT-2 Min P ... Orie2 Engineering DJF Page: A54 Company Designer Job Number Standard 8xi 0 Min. Pen (20 Degree Tilt) Rack Checked By: __ Global 'Disolav Sections for Member Cales -s· ---l Max Internal Sections tor Member Cales 97 I Include Shear Deformation Yes ~ ~jude Warf:)ing Yes Area Load Mesh (in112} 144 Merge Tolerance (in) .12 P-Oefta Analysis Tolerance 0.50% Vertical Axis y I Hot Rolled Steel C-od-e----TAISC : ASD13F ____ l Cold Formed Steel Code AISI 01:ASD Wood Code NOS 91/97: ASD Wood Temperature < 100F Concrete Code I ACI2002 I ·--~----··--·-----~~-··-·---~---··------~--------····--------------T.;r·-------------------------l Number of Shear Regions Region Spacina Increment lln) _,_.r I Biaxial Column Method PCA Load Contour ~rme Beta Factorj_PCA) .65 --·Concrete Stress Block Rectangular /Use Cracked Sections Yes Bad FraminQ Warnings ~0 I Unused Force Warnings ·Yes ~ Joint Coordinates and Temperatures Label Xjftl Y fftl Z [ft] Temo fFJ Detach Fr ... til" N1 0 -.5 I 0 0 I 2 N2 0 -5 10 I 0 3 N3 I 0 I -.5 20 _ _,0"-----+----1 4 N4 o -.5 30 1 _ _,0~---+----t 5 N5 0 -.5 40 1 1 _ _,0"------+---l ,_____§_ N6 ----__ _Q____ 2.5 0 I 0 I 7 N7 0 -2.5 1 0 ~_,.11 0 8 N8 0 2.5 20 _ ___,0,__---+----t 9 N9 I 0 2.5 30 _ ___,0,______---+----1 iO N 1 0 i 0 2.5 40 _ __,0'---------+----! 11 N11 0 2.5 ! 32.5 I 0 -------- ~-2 N12 Q -t------2.5 36.5 0 i 3 N13 0 L __ 2.5 .25 0 14 Ni4 0 I 2.5 3.5 0 I t+~~-~--~tt-----j-----~---j---------------~1-------------------ft~s ____ -----~----------- r 17 N17 1 o ,-----------2.5 14.75 o 18 I N18 0 2.5 18 I 0 I 19_ N19 0 2.5 _ 22 ~--0--+--------- 2{) N20 0 ' 2.5 25.25 I 0 I ~I 21 N21 0 ' 2.5 29.25 0 I ~ 22 N22 0 I 3.5 3 _ __,0'-----+1-----1 23 N23 o 3.5 10.25 r_--=-o--+--- 24 N24 o 3.5 l 17.5 r o i 25 N25 o 3.5 24.75 0 . I ___ _ 26 N26 0 3.5 32 0 --y- 27 N27 0 2.5 I 39.75 0 28 N28 0 3.5 39.25 0 29 N2~ _ 8 -.5 0 i---=o'-----------+-----------1 30 I N30 8 -.5 1 0 i _ _,_0_-+l----1 3i i N31___ _ 8 -.5 _ __________j____ 20 I 0 -- RISA-3D Version 7 .1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 Inch ~High Seisn Coll)pany Des1gner Job l\lumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Joint Coordinates and Temperatures (Continued) Page:A55 Checked By: __ Label X !ttl _____ YL[l.!.!-1ftl,___ ____ ----r--~z.ll f1ftlU-...---,-..LCTe"-!Jmw.PWJfFul,D""e~ta.,.c!.Lh ,_,_Fr_...., ..• 32 I N32 8 -.5 30 i 0 I I 33 1 N33 8 -.5 40 0 34 N34 8 2.5 o 0 i-=35"'-+------'N_._,3~5.,'---~----8 ----,------___2_d ________ +------'1-"'0 ___ +--_____,0"----+-~-- r-3"'-'6=---+-------:-N_,_,3'=6_ 8 i 2.5 -+----"2"-'"0,____ __ t--"!-0 -+----- 37 N37 8 ------~2~.5~-------~~ ---=30~--~--~0~-+-----38 I N38 8 2.5 i 40 0 39 N39 8 2.5 32.5 0 40 N40 8 I 2.5 36.5 0 I 41 N41 8 l 2.5 1 ___ _,.""25,__ __ +---><-0---1------1 42 N42 8 2.5 3.5 0 r-4=3~~-~N~4.3 8 -----~2~.5~------+-----~7~.5,____ __ +-~0~-+----4 -~2~~~------'N~4~4~--+---~8--~~-----~2~.sL_ __ ---+•' ___ ----'1~o~_·_,_7:s==--=--:~===o0==:':====-~ _45 I N45 8 2.5 _ __ 14.75 ~ . 1 46 N46 8 2.5 -------+-------'-18 0 47 N47 8 2.5 22 0 48 N48 8 2.5 25.25 0 49 N49 8 ~ 2.5<---------r---.29.25 0 50 I NSO 8 ~I 3.5 3 0 51 N51 8 3.5 10.25 ·t=l---'-~0 =1 52 N52 8 3.5 17.5 i-=53"'--+--·N53 8 L___ 3.5 24.75 54 N54 8 3.5 32 55 N55 8 2.5 39.75 t----'0"'----+----il ,'---""-56""-+-----'NSB 8 3.5 39.25 0 -+------ ~ --~N~5~7~--~---71s~---+--------~·s~------+----~o'--· o sa Nss i 6 __ -.5 -------1--------'1_0~----+----"'o'---+------ 59 N59 16 L_ -.5 I 20 0 ~GO i N60 1 i 6 -.5 30 0 61--+---7N~67i---r-i -~1~6--+--------'-.~5-----~--~4~0~--r--"!-0--+----~ 62 N62 i 6 2.5 0 0 63 N63 16 2.5 10 0 64 ' N64 I 16 2.5 ' 20 0 65 N65 16 2.5 I 30 ~--=-0--tj----1 6§-t-. N66 16 I -2.5 -I 40 ~ 0 i --I--"'6~7'--+J----c'N-"-'6<..".7_ 16 2.5 ____ L__ -~~6 .. s 5 ___ f-.-=o0_~1i __ --1 68 N68 16 I 2.5 ~---..,, I I 69 N69 16 2.5 .25 i 0 70 N7o 1 16 2.5 3.5 I o 71 , N71 16 2.5 7.5 0 ~---'--'72-=-+----'-N-'-"72 i 6 2.5 1 0. 75 1 ___ 0,,__--+--- 73 N73 i 6 I 2.5 1 14.75 _ _,o,__-+-----1 74 N74 16 2.5 iS '1 0 r-7-'--'5"--r-l· -----'-"N-"-'75"---; 6 _ _J, 2.5 ---+-22 ~---'o'---+-. ----1 1-7-'--'6"-+---'--N-76 =r= 16 I 2.5 ---!-25.25 _ __,0~--t-------t 77 N77 16 2.5 I 29.25 , _ _,0,__--t-----i 78 N78 16 3.5 3 1, _ _,0,__-+------1 f-!-79,"'-+I----'N~7'""'9'-------1 1 s 3.5 1 o.25 1 ; __ _,o"----+-----l 80 N80 16 3.5 17.5 i 0 81 N81 16 3.5 24.75 0 82 N82 i 6 3.5 32 I 0 ~83."-+ __ ,N=8_L_~ __ i_6_____ _ 2.5 _f 39.75 ' __ _,0,_____+------ 84 I N84 I ·j 6 3.5 _ 39 0 .25 -Ill 0 0 86 N86 24 -.5 10 o _ 85 N85 I 24 I __ -,."5"'---------+------'"------l----"--1---- RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 inch lfag}al-agh Seisn Orie2 Engineering DJF Company Designer Job !\lumber Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Joint Coordinates and Temperatures (Continued) Label X [It) Yfftl 89 N89 I 24 I -.5 90 N90 24 2.5 91 N91 I 24 \ 2.5 92 N92 __ .J= 24 2.5 93 I N93 24 -+-2.5 -94 N94 I 24 2.5 95 i N95 24 2.5 96 N96 24 2.5 97 N97 24 2.5 98 I N98 24 2.5 99 N99 24 2.5 10~+--N100 24 I 2.5 101 N10i 24 i 2.5 I 1021 Ni02 I 24 2.5 -·----t- ~:t= N103 24 ____L_ 2.5 I 104 N104 24 I 2.5 105 N105 24 i 2.5 I 106 N106 24 1 3.5 '107 N107 24 --r-3.5 r198 N108 24 I 3.5 I N109 109 ' 24 3.5 1 i 0 NiiO 24 3.5 I 111 N11 i 24 2.5 1 i2 Ni12 24 3.5 i 13 N113 32 -.5 I ,_j__M_f N 114 I 32 -.5 115 N115 32 -.5 116 t N116 I 32 t= -.5 1171 --Ni17 32 -.5 l 18 I N118 I 32 2.5 ' i 19 N119 32 2.5 120 Ni20 32 2.5 121 Ni2i 32 2.5 I ~--N122 32 2.5 I 2.5 1123 N123 32 I 124 +--~'JJ 24_ 32 I 2.5 t-I 125 Ni25 32 2.5 126 N126 32 2.5 i 27 I N127 32 2.5 128 N128 32 2.5 Page:.A56 Checked By: z [It! TemP fFl Detach Fr ... 40 0 0 0 10 0 \ 20 I 0 30 0 I 40 0 32.5 0 36.5 0 .25 I 0 3.5 0 7.5 0 10.75 0 i 14.75 .____0_ -----1 18 I o ' 22 0 25.25 0 29.25 0 3 0 10.25 I 0 17.5 ', 0 c----=-24.75 0 32 0 39.75 ' 0 39.25 i 0 0 li 0 -- 10 ' 0 1---------j 20 0 .J 30 0 I ~ 40 0 0 0 10 0 20 ! 0 30 ~ 0 40 0 32.5 0 36.5 -~ _ _Q__j_ ____ .25 0 3.5 0 7.5 0 10.75 I 0 129, Ni29 32 2~-------___ 1_4_. 7Q_ ___ 0 I 1301 -----i Ni30 32 2.5 18 0 131 N131 32 2.5 22 0 132! N132 32 2.5 2~ 0 133 Ni33 32 2.5 29.25 --T h-~~-~ 134 N134 32 3.5 3 135 i N135 i 32 3.5 10.25 0 I 0 136 N136 32 3.5 i7.5 0 ~ 137 N137 I 32 3.5 24.75 0 138 Ni38 32 3.5 32 0 . 139 N139 32 2.5 39.75 0 Li:to 1 N140 32 \ --· 3.5 39.25 _ _j 0 RtSA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inch !fGmel-9lgh Seisn Orie2 Engineering DJF A 57 Company Designer Job 1\Jumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: __ Joint Boundary Conditions Joint Label X lklinl Ylk/inl Z lklinl X Rot.rk-ft/radl Y Rot.[k-ft/rad]1 Z Roqk-ft/rad] 1 Footing __ i Ni Reaction I Reaction Reaction I I 2 I N2 I ! 3 N3 --Reaction Reaction Reaction -I ~----·---------4 N4 5 N5 Reaction Reaction Reaction +----! 6 ; N29 I i I 7 N30 8 N31 i 9 N32 I i 10 N33 t~t N57 I Reaction Reaction Reaction + . 12 ___ N58 -~ Reaction-I Reaction] ______ ---~-----+=----~-~·--- 1_13 _____ [i59 _=i=::action I -- '--_14 I N60 ----- 15 i N61 Reaction Reaction ] Reaction ' 16 N85 I i7 N86 I ·1s N87 ! ~+---N88 N89 I 20 I I _2"1 Ni13 Reaction Reaction Reaction ·-I r-~ 22 I N114 I 23 Ni15 Reaction i Reaction Reaction 24 N116 I I 2s Nii7 Reaction Reaction Reaction Basic Load Cases BLC Descripji ... Cateuorv X Gra ... Y Gra ... Z Gra •.. Joint Point Distributed Area (Membe!J_ , SO<faoe (PI,fe)j r 1 ISolar Panel DL None I I I I 48 I 2 JWind (Up/Do •.. I None J I I 48 i 3 I Wind (Horiz) None I I 48 I 4 I EQIN-S) Nonb I I 48 I ± I ·~ 5 I EQ(E-Wl . None I I 48 I Member Distributed Loads fBLC 1 : Solar Panel DL) Member Label ~ion Start Magnitude[kift deal End Maanitudelk/ft .. St<m Locationjft.%1 End LocatlQ!J~ OJ Mi36 y -.011 -.011 0 0 i Mi37 y -.01 1 -.011 -0 0 I 3 i M138 y -.011 -.011 0 0 -1 4 Mi39 y -.01 i =± -.01 1 0 0 --~ ! 5 M140 y -+-----.01 i -.011 0 0 6 M141 y -.01 1 I -.011 0 0 I 7 M142 y -.011 -.011 0 0 ! 8 M143 y -.011 l -.Oi i + 0 0 9 M144 y -.01 1 ·.011 0 0 10 1\,1'145 y -.01 i -.011 0 0 till= M146 y -.011 I -.011 I 0 i 0 12 i M147 I y -.011 I -.011 l 0 I 0 --~ I ~'--(---rl~li~~----~~~l~i=~----,_~--~~~-tj 11 --~~:=~l~l~----~1---·~;:~·~l~l---71-~------!~---~ ~~0 ~ I 17 M152 i Y -.011 L -.011 o l18 M153 I Y i -.011 I -.011 o .1 o J RISA-3D Version 7 .1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays·· 36 inch !Ebg:JEI->Iigh Seisn Company Designer Job 1\Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Page:A58 Checked By: __ _!Yiember Distributed Loads lBLC 1 : Solar Panel DL) (Continued) -~ Member Label Direction Start Maanitude!klft deal End Magnitude[klft.... Start Location[ft.'Yo ,_.!;nd Loca 0 tion[lt..'Y.ol_ 19 rvt154 ! Y -.011 -.011 o · I 20 M155 Y -.01 1 ·.01·1 0 0 21 M156 y -.011 I -.011 0 0 26 M·!6i Y -.011 -.011 I 0 0 27 M162 Y -.011 I -011 0 0 28 M163 y -.01"1 -.01 1 I 0 0 I 29 M164 Y -.011 -.01 i 0 0 35 Mi70 Y -.011 -.011 0 0 36 M171 I y -.011 I -.011 0 0 1 37 I M172 Y -.011 -.011 0 0 38 M173 y I -.011 -~· -.011 0 I 0 I 39 i Mi 74 v -.o11 --"--.o"'""";'--'1-·-+-----'o"---[-~~o---l 40 M175 Y _ -.Oi 1 -.011 0 0 41 i M176 Y -.011 -.011 0 0 42 M177 Y -.011 -.011 0 0 ,53 I M178 y -.011 ---· -.011 I 0 0 44 M179 v -.011 _ 1 1 __ _,_-.o"'-•,_,d __ +-_ __,o"'------~i-------"'o ____ _ 45 M180 I y -.011 I -.011 ----ll----"-0 ---~~i-------"-0-----\ 46 M181 Y -.Oi i . -.0·1 i . 0 __ . 0 47 M182 Y i -.011 -.011 o o I Member Label ... ,, -!.-- I i I M136 J y =+=-,005 l .005 0 I 0 R M137 y I .005 .005 0 0 M138 y .005 .005 0 0 r-L Ml39 i y .005 I .005 I 0 0 c------5 Mi40 y .005 .005 0 0 6 M141 ' y .005 i .005 0 I 0 7 Mi42 y .005 .005 0 0 r-8 Mi43 y .005 .005 0 0 9 M144 y I .005 .005 I 0 += 0 rro M145 y .005 .005 I 0 0 1 1 I M146 y .005 I .005 I 0 0 12 Mi47 y .005 I .005 I 0 I 0 I 13 Mi48 y i .005 .005 0 0 14 M149 y .005 .005 0 0 15 M150 y .005 .005 0 0 i6 M151 y I .005 .005 0 0 17 Mi52 y .005 i .005 0 r-· 0 i8 M153 I y .005 .005 0 0 19 M154 __ y~---t-.005 .005 I .. 0 j__ __ o_----1 r-:2.QI--M155 --y . .00,5 __ -f-.005 --~-0 0 ·--- 21 i M156 y .005 .005 0 0 22 Mi57 y .005 .005 0 0 23 Mi58 I y .005 I .005 0 0 -, 24 M159 I y ,005 .005 0 0 RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Mm Pen 4 Bays-36 mch ~gh Seisn Company Orie2 Engineering Designer DJF Job Number Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Distributed Loads (BLC 2 : Wind (Up/Down)) (Continued) Page:A59 Checked By: ,--,-,--M=e.,_,_m,"'"b""-er,_,L,.,.alb-=e.._l --.--~Di"-"'re.,ct,_,.iou_n --T• S"""'t,.._art"-"M,._,.agnitude[k/ft.deg] 1 End_Magnllilde[k/ft.... Start LocatiQD{JL'llol End Locat.iQn[ft.%1~ 25 M160 y I .005 .005 I 0 0 I 26 M16i y .005 .005 II 0 0 ~---· -=-27=-+-----':"cM:-:-1762=------if------:y"-:----+---'-':"0'-':'0'=-5 __ -+--.005 0 I 0 r--2,._.,ft+<-+--. ___ M':-1~6=3----J---::-'y-:----_---11'------'-"''0=05,. __ ----+ 1 1 ___ ,Q.05 ~-0 0 r2~----~M,~1~6~4 ___ ~--~Y~----t--~·0=0=5 . .005 L__ o 0 30 I M165 I y .oos .005 T 0 I 0 31 1 -~M7i 6=6"------+----::v'":--+------=.o=o5 .oo5 o o 32 Mi67 Y i .005 .005 ! 0 0 33 ' M168 Y .005 .005 0 0 34 M169 Y .005 .005 0 I 0 35 M170 Y .005 .005 o 0 __ cM,_._1,_,_7 _ _._1 __ -+--___ Y_._____ ___ +---.005 I .005 0 0 I I M172 1-------y .005 I .005 I 0 II: 0 . .005 .005 0 0 ---8 --~M~1~7=3----\ ·v~---++_----___ 1 r3~9~--~M~1~74~---·r---~Y_._____ __ +I---=·0=0=5----+--~·=00=5~--~---~o ____ -+'---~O~----------40 M175 y .005 I .005 0 0 41 M176 Y .017 .017 0 o ' 4 4_, 3 2"'--- 1 ,--M177 _____ --c'v'c----_+---------'·=o_,__,; 7 1 .on ______ o __________ o __ ~ M178 Y .017 .017 0 0 , ~44 I M179 y =t.-.017 1. .017 I, 0 0 i 45 I M180 y --.017 . .017 -0 0 46 M181 Y .017 .0"17 o o 47 Mi82 Y ~ .017 .017 0 ,. 0 48 M183 Y .017 .017 0 _ 0 Member Distributed Loads fBLC 3 : Wind lHoriz)) Membl;lr Lab_m_____ Direction Start Maanitudelklft deal End Magnitudelklft ... Start Location[ft.%11 End Location{ft.%L, 1 M136 ~ z .005 .005 0 ~ 2 M137 z i .005 .005 l 0 0 3 M138 z l .oo5 1 .oo5 o o 4 Mi39 z .005 .005 0 ----,---------0-- 5 M140 z .005 .005 ! 0 ' 0 ~ ~±= Mi4i r---1-M142 I Z=-t __ .OQ§______ ___ _,Q_QS ___ +--0 ~ 0 = z .005 --,005 ! 0 0 8 I Mi43 z -.005 ___ ±= --.005 = 0 -. 0 J . e I M144 I z ~----.005 --.005 i 0 .. 0 ~ ~M-Mi45 z I .oo5 ---t .oos · o --c-----o- 11 Mi46 z .005 .005 I 0 0 12 M147 z I .005 .005 0 0 13 M148 z .005 .005 0 0 14 Mi49 z .005 i .005 0 [ 0 15 i -M150 ___ L z .005 ' .005 I 0 0_~ 16 I M15i I z ! .005 .005 0 I 0 z --------j r---------17 M152 .005 .005 I 0 0 18 M153 z .005 .005 0 0 19 M154 z .005 I .005 I 0 0 20 MiSS z .005 I .005 0 I 0 i 21 M156 I z .005 .005 0 0 22 ' Mi57 z .005 ______j____ _ __.QO!i 0 4---------0 23 I Mi58 z .005 I .oos ' 0 0 24 I Mi59 I z .005 I ,005 L 0 0 ,.25 . i M160 ~~ .005 .005 -0 -+------L -~ 26 r-M161 .005 .005 0 27 M162 z .005 .005 0 0 . 28 M163 z .005 .005 0 0 I 29 Mi64 I z I .005 ! .005 0 0 I [3o I M165 I z ~ .005 I .005 0 0 I I I RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays·· 36 1nch ~gh Seisn Orie2 Engineering DJF Company Designer Job !\lumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Page:A60 Checked By: Member Distributed Loads lBLC 3 : Wind lHoriz)) (Continued) Member Label Direction Start Maanitude{I>Lft_,@_gLEru:l_Mg_gnlli,Jdefk/ft ... Start Locationfft '%) I End Loc_afum!ft% 31 I M166 z .005 .005 0 0 32 Mi67 z .005 .005 0 i 0 33 M168 I z i .005 .005 0 0 34 M169 z .005 += .005 I 0 f 0 35 Mi70 z .005 .005 0 0 I ~ Mi71 1'----z I .005 .005 __ + 0 0 ' 37 M172 I z I .005 .005 0 0 38 M173 z .005 .005 0 i 0 39 M174 z .005 .005 I 0 I 0 40 Mi75 z .005 .005 0 0 41 Mi76 z ' .02 .02 0 0 42 M"l77 z .02 ,02 a 0 43 M178 -I-z .02 l .02 I 0 0 I I ~ l -1~ I ---~-~ ~~ --~ z I -"~~ -----~=~----:-g~ ---~ _____Jo_l ---i 0 ~ z 0 ~-~ M18i I z I 0 I .02 .02 ' 0 ' 47 M182 z 02 .02 I 0 · 0 I 48 M183 z .02 .02 I 0 0 J Member Distributed Loads fBLC 4 : EQ(N·SU _ Member Label Direction St~itude[k/lt,deg] End M~dls~tart Loca_ tion[ft.%1 End Location[ft ')",_ __ MJJ_g_ __ ==f _ ___.z_-===c .oo9 I .oo9 r' o o M137 _ __ Z _____ J__ .009 .009 0 0 3 1 M138 z 1 ---.oo9 .oo9 I o o 4 M139 Z .009 .009 0 0 r---5 I M140 1 z 1 ~-'-'·o0!o""9----+------'""'o_o""9"------+------"-o-----+------'o"------6 Mi41 Z .009 .009 0 0 -- 7 M142 I z B009 .. 009 0 0 8 Mi 43 i Z .009 .009 , 0 0 9 M144 z .oo""9'---------+---·""'o"""o9,_ __ --1 1 , _____ --"'-o ________ Q'--------------1 "10 I M145 I z .009 .009 -0 0 11 M"146 I Z a009 .009 0 0 20 Mi55 Z .009 .009 0 ' 0 I 2221 I' M156 z .009 \ ~ 0 -+t= _____ ____,0'-------------1 ~-~4 _____ -2M~i~57~-----~z~--<----~·o~o~e~----+~--___ -.ooe 1 o o 23 i M158 -----r Z .009 I .009 0 0 24 M158 Z .009 .009 0 0 30 M165 z .009 .009 0 I 0 r---=-31-'--j---------'-"-M'--'-1 ,6_6,___ _____ 1---__ z_-------t-___ ____,.c¥oo\!>9,____ __ --------Jc____ __ __._..o"'-loo!S!e~---+-----'oy____ ____ +-----"'-o _____ 1 f-----""32"'---+-----'-M'"--'i--"'6_,__7 ---1------"Z,___ __ -J---.009 .009 11~ 0 ------r- 1 1 -------'<--0 __ ]: ~33~----~Mu1~68~----~--~z---4-l ____ ~.o~o~9-----+'--~·~o~o9~-~---~o~--1 o 34 M169 Z .009 .009 0 + 0 : _;i5__ M170 z .009 I .009 0 0 36 i M171 Z .009 .009 0 ----0~---- RISA-3D Version 7.1.3 (\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 inch I.Rfm:efifgh Seisn Company Orie2 Engineering Designer DJF Job !\lumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Page:A61 Checked By: __ _J)jlember Distributed Loads lBLC 4 : EQ(N-5)) (Continued) Member Label Direction Start Magnitude[k!ft deal End Maanitudefk/ft ... Start Localion[ft_'%] End Locationfft.%1 37 M172 z ' .009 .009 0 I 0 38 Mi73 z .009 .009 0 0 39 I M174 z .009 .009 0 0 _AQ_j Mi75 z .009 .009 0 0 ~Lj.i M176 z -1 .00~ .009 0 0 --42 Mi77 z I .009 .009 J 0 0 43 M178 z .009 .009 0 0 44 M179 z .009 .009 0 0 45 I M180 z .009 .009 0 0 46 l M181 z .009 .009 I 0 I 0 =d tti Mi82 I z .009 .009 I 0 0 Mi83 z _L .009 .009 0 l 0 Member Distributed Loads (BLC 5: EQ(E-W)} Member Label .,-----!2ireXction_ Start Maanitudelk!ft deal End Magnitude[k/ft,... Start Location[ft,':-Q End Locationfft %1 i M136 I .009 .009 I 0 0 2 M137 X .009 .009 0 0 3 M138 X .009 .009 o o 4 M139 ' X I .009 .009 i 0 0 l ~r---M140 X L .009 .009 0 ~~--~-"'0~~---1 6 Mi41 X .009 I .009 0 :=L g I 13 M148 X .009 .009 o , o 14 Mi49 X ! .009 .009 0 0 ' 15 M150 X .009 I .009 0 I 0 --i 16 M151 X .009 .009 ooo., I 000 1 17 M152 X i .009 : .009 . _ 25 I M160 X .009 .009 o o ----------" 26 M161 X .009 .009 0 I 0 I i-zz___ M1s2 x .oo9 .oo9 ~o ·t= ~o ___ _ r--£1;!_~-Mi 63 X , .009 _ __,_,.0.,_,0'-"'-9 ___ +--·-----"-- 29 M164 X .009 .008 I 30 Mi 65 X .009 .009 0 0 31 M166 X .009 .009 0 I 0 32 . i M167 X .009 .OQ.9 I o l o 33 ! M168 i X .009 ! .009 [ 0 0 I 34 ___ _M_U3.Q______ I x --~---_____,_QO~---· ! .ooe i o _co,__ __ ----1 35 Mi70 I X .009 I .009 0 0 36 [ Mi 71 I X .009 .009 I 0 0 I 33A87 I I Mi72 ~X .009 ..Q_Q9 0 . Q ____ _ 1--=-=-t---"M"-'i'-'-7"'--3 ·---L X .009 .009 I 0 -+-0 l 39 i M174 I X .009 .009 0 i ---0-----~ 40 M175 X I .009 .009 0 I 0 ALt---.f\.1JJ__§__. I X ----± .009 .009 1 o 0 ··- 0 o 42 I IVI177 I X ____l_ .009 I .009 i . - RISA-30 Verst on 7.1 .3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8xi 0-20 Degree-AL T -2 M1n Pen 4 Bays -36 rnch I.EagJeli!gh Seisn Company Designer Job f\Jumber Orie2 Engineering DJF Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member Distributed Loads (BLC 5 : EQ(E-W}J (Continued) Page:A62 Checked By: Member Label _Dire~~ Start Maanitudefklft deal End Maanitudefkift ... Start Location!~ f43l M178 ---r-X .009 .009 I 0 ·-.---0 44 I M179 X 009 .009 I 0 0 45 I M180 I X .009 .009 I 0 0 I I I I 46 i M181 -X .009 .009 I 0 Wal M1B2 X I .009 I .009 0 Mi83 X I .009 .009 l 0 0 -r----0 j 0 Member Point Loads ,-----__,_,M,.,.,e=mb~bel Direction Magnitude..,_,[k,.k'-"-f!.,._] ____ _ No Data to Print ... Lo~ion[ft.%] Joint Loads and Enforced Displacements Joint Label LDM Direction Magnitude{(k.k-ftl. (in.rad). (k*s= No Data to Print ... Load Combinations _Oescri&:~tion S~PDelta ~IFT(0.6D+Win ... [Y~ Y I SR~--J~!,_C Fac .. 1BLC~8_!.C Fac ... BLC Fac ... BLG Fac ... BLC Facttc ... BLC Fac ... I 1] .6 2 i_LD I -1 I I I i I I . 1--:---1 Member Cold Formed Steel Code Checks fBv Combination) .. Memb~e UCMax Loc ... Shear UC Loc ...... Pnlkl Tnlkl Mnv ... 1\.·,nz ... Cb C ... C ... Eon i . -::;--,-I 0 Jy21.9 ... 37.5[2.086 4.752 1 .6 .993 C5 ... 1 M60 6Zx3x1 .. . 338 ! 0 .016 2 1 ~as' I!~~~~;:: ---------ig--------c-~~5 c-.--:6~~ o lv 21.9 ... 37.5 '2.086 4.752 1_ -'-~ ~ C5 ... 3 1 1·-0 IY 21.9 ... 37.5 2.086 4.752 1 .6 .981 C5 ... 4 i M1i4 6Zx3x1 .. .322 0 046 0 lv12L9 ... 37 5 2.086 4.752. i ! .6 .981 GL -~ 1 Mi78 4ZS2X ... .299 ~ .022 8 z 6,254 27.35 1.288 1.661 1 1 1 C5 .... 6 1 M177 4ZS2X ... .299 1 4 .022 i 8 z 6.254 27.35 1.288 1.661 1 ' 1 1 C5 .... I 7 1 M179 '4ZS2X ... .297 4 .022 8 lz 6.254 '27.35 1.288 1.661 1 1 1 cs ... 8 1 M176 4ZS2X ... . 297 I 4 J 022 8 z'6.254 27.3511.28811.661 1 1 1 C5 ... 9 1 M182 4ZS2X ... . 291 l 4 .022 I s z 6.254 27.35'1.101 2.958 1 I 1 I 1 cs .... 10 '1 M1.81 4ZS2X ... _.291 ---i+L .022 8 z16.254 27.3511.101;2.9581 1 ·t I 1 ~ 1 1 1 M183 4ZS2X ... .291 I .022 ~z 6.254 27.35 1.1~.958 1 1r-L . 12 ~~JWAQ_ 4ZS2X ... ' .29i 4 .022 . 8 z 6.254 27.3Sg01 2,958 1 1 i ~~::-r-13 GZx3xi .. ' ·- 1 M20 .279 0 .050 0 t21.1... 37.5 2.086 4.752 1 98 .787 C5 ... 14 1 Mi28 6Zx3x1.. . 279 I 0 I .050 0 yj21.1 ... 37.5 2.086 4.752 1 987 .787 C5 ... 15 i M80 6Zx3xi .. .273 3.25 .073 0 vf19.8 ... 137 .5 2.086 ;_.752 1 .6~:c5 ... i6 li M27 6Zx3x1 .. .272 .25 .058 0 vi21.9 ... 37.5 ~86 .4.752 i .6 .974C5 ... 17 1 M135 6Zx3x1 .. .272 1.25 .058 0 Vl21.9 ... 37.5 2.086 4 .. 752. 1 .6 .974 C5 .... 18 ji I M74 6Zx3x1 .. .244 0 . 034 -I 0 lv 21. 1... 37.5 2.086 1.752 ; 1 .6 \.825 cs ... 19 ~~ · M13 6Zx3x1.r .238 0 . 015 o Jv 19.8 ... 37.5 ·2.086 4_~ 1 .854.875 C5 ... 20 i·MJ~~~~-.238 0 ,015 0 [yJ19.8 ... i 37.5 ~6 --~ C5 ... 4 .. 752 1 -tfM.875 21 1 M26 16Zx3x1 .. .237 3.25 .046 0 IV 19.8 ... 37.5 2.086 4.752 i .646.689 cs ... c . .22 __ j_ Mi 34 16Zx3x1 .. , .237: 3~046 0 lv 19.8 ... ~~ 2.086 ±?5?_ -+-+~'!§ r.§_89 1 cs ... 23 1 M73 6Zx3x1 .. .205 2 031 0 !v 21.1 ... 37.5 2.086 4 . .752 1 I .6 .838 C5 ... 24 1 M67 6Zx3xi .. .202 0 -.006 0 l'i 19.8 ... 37.5 2.086 4.752 1 .6 -.?~ cs ... ~-::-:::--25 1 M1 0616Zx3x1 .. .184 4 .009 0 lv 18.7...!37.5 2.086 4.752 1 493 .829 C5 .... 26 1 M52 6Zx3x1 .. ~ .184 4 .009 0 lv 18.7 ... 37.5 2.086 4.752 1 493 .829 C5 ... 27 '1 M68 6Zx3xi .. .183 0 .031 0 IV 18.7 ... 37.5 2.086 4.752 1 .6 .58 G5 .... .28 _\J I M14 6Zx3x1 .. 1 . 175 0 .028 o !vri8.7 ... 37.5 2.086 ~752 _j_ 275.6i3G5 ... 29 11 M122 -I I o lv 18.7 ... 27srs13lcs.~~-~ 6Zx3x1 .. f .175 0 .028 37.5 ·2.086 4.752 1 30 1 M 127 !6Zx3xL .i57 I 2 .016 0 lv 21.1. .. 37.5 2.086 4.752 1 506\.8~f~4 I 31 , 1 I M19 f6Zx3xi .. ~ .157 ~ .016 I o I~ 21.1 ... 37.5 2.086 4.752 1 506.888C5 ... RISA-3D Versron 7 .1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 M1n Pen 4 Bays-36 inch I.RlyjEHlgh Seisn Company Designer Job 1\lumber Orie2 Engineering DJF Page: Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Checked By: Member Cold Formed Steel Code Checks fBv Combination) (Continued) ... Member Shaoe UCMax Loc ... Shear UC Lac ...... Pnlkl Tnlkl Mr:tv ... Mnz ... Cb C ... r. ... Eon 32 1 M44 •6Zx3x1 .. .130 4 .016 0 lv 18.7 ... 37.5 2.086 4.752 1 451 .62i'C5 ... 33 1 M98 6Zx3x1 .. .130 4 .016 I 0 iv'18.7 ... 37.5 2.086 4.752 1 451 .621 C5 .... 34 il M105 6Zx3x1 .. .117 2.5 . 014 0 IV'20.6 ... 37.5 2.086 4.752 i .562 .656 C5 ... 35 i M51 6Zx3xi .. .117 2.5 .014 ! 0 lv 20.6 ... 37.512.08.§_,_4.752 1 ,.562 .656 c~ .. '-1 36 1 M72 6Zx3xi . .' .1 i 3 1afj .030 o y 19.8 ... 37.5 2.086 4.7?2 1 .6 .543 ~ r-.J_f-i1-LM25 16Zx3x~l .104 ~ 18.7 ... 37,5 1.913 15,193 1 217 . 815 cs ... .104 i 4 _ _.Q{ill__r-R- 37.5 1.913 15.1931 1 38 i ' M133 6Zx3xi.. I 4 009 0 iJL18.7 ... 217 .815 C5 ... 39 1 M18 6Zx3x1 .. ' .100 3.25 . 017 0 ly,19.8 ... 37.5 2.086 4.752 1 643 .713 C5 ... 40 1 M·t26 6Zx3xi .. .100 3.25 .017 0 lv 19.8 .•. 37 5 2.086 4.752 1 6431.713 C5 ... 41 1 M47 6Zx3xi.. .098 2 .021 0 lv 21.1... 37.5 2.08614.752 1 .6521.74 C5 .... 42 1 M101 6Zx3x1 .. .098 2 .021 0 iv21.i ... 37.5 2.086 ,0521 i 652/.74 C5 ... 43 1 M48 6Zx3x1.. .090 3.25 . 002 0 lvl19.8 ... 37.5 2.086 4.752 i 411.908 C5 .... 44 i Mi02 6Zx3x1 .. .090 3.25 .002 0 lyj19.8 .. .i37.5 .2.086 ,1.752H-m~~ ~~-~ 1 M49=__g~x3x1 .. r .090 0 . 008 I 0 lvli8.7 ... 37.5 ;2.086 4.752 1 355.519 C5 ... . !)90 or-:oos-ro ' ~--~s ... 1 1 Mi 03 6Zx3x1 .. iv/18.7 ... 37.5 ;2.086 4.752 i 355.519 -'-----~;: -'-=-+---r---r---c--1-::-::-· !-::'= - .088 4 .006 0 Jyj18.7 ... 37.5 !2.086 4.752 1 255.837 cs ... 47 1 M41 .6Zx3x1 .. 48 1 M95 6Zx3xi .. .088 4 006 0 lvl18.7 ... 37.5 !2.086 4.7521 1 255 .837 CS ... 49 1 M165 !4ZS2X ... .082 I 4 .005 8 z'6.254 27.35\1.288 '1.661 1 1 1 C5 .... 50 11 Mi66 4ZS2X ... .082 4 .005 8 z 6.254 127.35 1.288 "!1.661 1 1 1 cs ... 51 1 M42 6Zx3x1 .. .081 0 ,0"12 0 IV 20.6 ... 1_37.5 2.08614.752 1 1.273 .661 C5 ... -- 52 11 M96 6Zx3x1 .. .081 0 .012 0 lv 2o.s ... 37.5 2.086 4.752 1 ~273 .661 cs ... 53 ' 1 i M24 16Zx3x1 .. .080 --2.5_~_ .007 0 y_ 20.6 ... 37.5 1.913 fi.193 ~~-817 C5 ... 54 ! 1 M 132 6Zx3x1.. .080 2.5 .007 0 IV 20.6 ... 37.5 1.913 6.193 1 ~507.817 C5 ... 55 1 M142 4ZS2X ... .076 4 .006 8 1Z 6.254 27.35 11.288 1.661 1 1 1 C5 .... 56 1 M141 4ZS2X ... .076 4 ,006 I 8 Z 6.?~1gZ_,_~Ig~-~g_l 1-j__j_j_ j_ C5 ... Mi 64 14zsix ... C:c::-· 57 1 .075 4 .006 ! 8 ,z 6.254 27.35 1.288_1_1.661 1 I 1 i C5 .... 58 1 M16714ZS2X ... ._Qli_ _____ ~-4----006 i 8 z 6.254 27.35 1.288 1.6611 1 1 1 ~~ 59 1 M149 4ZS2X ... --=---] z 6.254 1.28~--W-·661 ' 1 .073 4 ,005 I 8 27.35 1 1 C5 .... 60 1 M i 50 I4ZS2X ... .073 4 .005 I 8 z;6.254 ,27.35 i.288fi.661 1 1 1 1c5 ... , 61 i M161 4ZS2X ... .071 4 005 8 z\6.254 .27.35 1.101 2.958 1 1 1 C5 .... 62 1 M162 4ZS2X ... .071 4 i .005 8 ·z 6.254 27.35 i .101 ~'.958 1 i i 1CS ... 63 1 M148 4ZS2X ... .070 4 005 0 z 6.254 27.35 1.288 1.661 1 1 1 C5 ... 64 1 Mi51 4ZS2X ... .070 4 .005 I 8 12 6.254 27.35 1.288 i.661 1 I 1 1 C5 ... 1___65 1 M137 4ZS2X ... .070 I 4 I .006 8 2 6.254 27.35 1.1 ~~-958 i 1 1 fc5 .... ~1 M138 4ZS2X ... .070 4 .006 I 8 z16.254 27.35 1.101 12~.958_ r-1-1 I 1 1c5 .. ] i 67 i1 Mi60 4ZS2X...I .070 I 4 .005 8 z 6.254 27.35 1.101 2.958 1 1 i C5 .... 68 i, M163 4ZS2X ... .070 I 4 I .005 8 2 6.254 27.35 UOi 2.958 "j 1 1 ,C5 ... i 69 1 M143 4ZS2X .... .070 4 .006 8 z 6.254 27.35 1.288 1.661 1 1 1 C5 ... 70 1 Mi40 4ZS2X ... .070 4 006 0 lz_ 6.254 27.35 1.288 1.661 1 i 1 C5 ... 71 1 Mi45 4ZS2X ... .069 4 006 8 zl6.254 27.35 ,1.1 01 2.958 1 I i 1 C5 .... 72 1 M146 4ZS2X. .. . 069 4 .006 8 2 6.254 27.35 i. i lil¥.958 f-++-1 i C5 .... 73 1 I Mi 36 4ZS2X ... I . 069 4 .006 I 8 lz 6.254 27.35 1.101 2.958 1 ' 1 ' 1 C5 .... I 74 1 M139 4ZS2X ... . 069 ! 4 I 006 8 2 6.254 ·27.35 1.101 '2.958 1 1 1 C5 .... 75 i Mi44 4ZS2X ... .069 4 .006 i 8 z 6.254 27.35 1.101 2.958 1 1 1 C5 ... 1 11 -~QP__Q __ ~-¥-i 6.254 27.35 76 M147 4ZS2X ... ,969 -~-------~-1.101 2.958 1 1 _j __ l~~~ 77 1 M159 4ZS2X ... .069 4 .005 8 Lz 6.254 27.35 1.101 '295~1 1 C5 ... 78 1 Mi56 4ZS2X ... .069 I 4 005 8 2 6.254127.35 1.101 2 .. 958 1 1 1 cs ... 79 1 Mi58 4ZS2X ... .P68 4 .006 8 z 6.254 27.35 1.101 2 .. 958 1 1 1 C5 ... 80 i 1 M157 4ZS2X ... .068 4 006 8 iz.S.254 27.35 i .1 01 2 ... 958 1 1 1 C5 .... 81 i M171 14ZS2X ... .068 I 4 .006 8 z 6.254 27.35 i .101 2 ... 958 1 1 I 1 C5 .... 82 i M168 4ZS2X ... .068 4 .006 8 z 6.254 27.35 1.101 2 .. 958 1 1 1 C5 ... 83 1 M170 4ZS2X ... .068 I 4 ! .005 8 z 6.254 27.35 1.10112 .. 958 1 1 1 C5 ... 1 84 1 M169 4ZS2X ... .068 I 4 I .005 I 0 z,6,254 27.3511.101 2 .. 958 1 i 1 I C5 .... ~ 1 M152 14ZS2X ... I . 068 --4 006 I 8 iz. 6.254 127.35 1.288 i .661 1 1 1 C5 .... 86 11 M1SS4ZS2X ... .068 4 .006 8 z 6.254 j27.35 1.288 1.561 1 1 1 C5 ... 87 1 Mi54 4ZS2X ... .067 4 . 006 8 z 6.254 27.35 1.288 1.661 1 i 1 C5 ... 88 1 M153 i4ZS2X ... .067 4 006 8 z 6.254 27.35 1.288 1.661 i 1 1 C5d RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-ALT-2 Min Pen 4 Bays-36 inchRa:yfs1illgh Seisn Company Orie2 Engineering Designer DJF Job Number Standard 8x1 0 Min. Pen {20 Degree Tilt) Rack Page: A64 Checked By: Member Cold Formed Steel Code Checks (By Combination) (Continued) ... Member Shaoe UCMax Loc ... Shear UC Loc ...... Pnlkl Tnfkl Mn ... 1'\Anz ... Cb C ... C... Egn ! 89 1 M75 6Zx3x1 .. .067 I 0 ! .001 o vl19.s ... 37.5 2.086 4.752 1 I .6 l9651C5 ... 90 1 1 M21 6Zx3xi .. .067 0 005 0 vi19.8 ... 37.5 2.086 4.752 i 5441.887 C5 ... I 91 11 M129 6Zx3xi .. .067 0 .005 0 v 19.8 ... 37.5 2.086 4.752 1 544\.887 cs ... 92 1 Mill 4ZS2X ... .066 4 .005 I 8 2 6.254 27.35 i .288' 1.661 i i i cs ... _!;13 1 M172 4ZS2X ... .066 4 .005 I o 2 6.254 27.3511.288 ~ 1 1 C5 .... 94 i M174 4ZS2X ... .065 4 .005 ~ 6.254 [27.35 1.288 L661 1 1 1 cs .... 95 1, M173 4ZS2X ... . 065 I 4 005 I a lz '6:254 '27 .35 1.288 1.661 1 1 1 C5 ... 96 1 M40 6Zx3x1 .. .065 0 I .023 o iv 19.8 ... 37.5 2.086 4.752 1 674'.273 C5 ... 97 1 I M94 6Zx3x1 .. .065 0 .023 0 IY 19.8 ... 37.5 2.086 4.752 1 .674.273 C5 ... 98 1 M22 6Zx3xi .. .065 0 .016 o /v 18.7 ... 37.5 •1.913 G.i93 1 396 .436 cs ... 99 1 M130 6Zx3x1 .. > .065 0 016 0 jyi18.7 ... 37.511.913 B.193 1 396 .436 C5 .... c-lQ_Q cl. M76 .§_Zx3xi .. ~ .064 0 . 018 0 lv 18.7...137.5 2.086 4.752 1 .6 .328 C5 ... I 101 11 M53 6Zx3x1..f . 061 0 .012 0 v 19.8 ... 37.5 2.086 4.752 1 527 .588 C5 ... I 102 i I Mi07 6Zx3x1.,L .061 I 0 .Oi2 0 JLJ?~8 ... [37 .5 ~:~:~ l:~:;~~.f-527 .588 ~5-= 1 Mi04 6Zx3x1 .. ~ I ! I ~-- 103 .061 0 .0"14 0 vi21.8 ... 37.5 . 69 .268 C5 .... i 04 1 M50 6Zx3xi..l .061 --ro .014 0 .v121.a ... 37.5 ,2.086 4.752 1 .69 .268 C5 ... 105 1 M79 6Zx3x1 .. .055 4 I . 004 o ivl18.7 ... 37.5 2.212 !i.193 1 I .6 .843 C5 .... 106 i I M 17 j6Zx3xi.. .054 4 .00_7 0 jy[i8.7 ... 37.5 1.913 €.i.1931 1 216 .725 C5 ... I 107 1 I M125 ·6Zx3x1.. .054 4 007 0 lvl18.7 ... 37.5 1.913 Ei.193 1 216 .725 C5 ... ~.08 11' M99 6Zx3x1q---. 053 0 .005 0 '1[19.8 ... 37.5 2.086 4.752 1 374 .799 C5 ... 109 11 M45 6Zx3x1.,, .053 0 .005 0 vli9.8 ... 37.5 2.086 4.752 1 1374 .799 C5 ... 1 i 0 11 M23 6Zx3xi .. .047 I 0 .007 0 j'12i .8 ... 37.5 1.913 6.193 1 755 .899 1c5 ... I 111 1 M131 6Zx3x1 .. .047 0 .007 0 IV 21.8 ... 37.5 1.913 E:.193 1 .755 .899 C5 .... I 112 11 M97 6Zx3x1 .. .040 0 I .012 0 lv 21.8 ... 37.5 2.086 ~:.752 1 .84 .329 C5 .•. rill-1 M43 6Zx3x1 .. .040 0 . 012 o lv 21.8 ... 37.5 2.086\4.752 1 1.84.329 C5 .... 114 ~-~ M46 6Zx3x1.:o .038 2 _.Q;21 0 IY 21.1... -~ 2.0861-'1 .752 1 .529I.254.C5 ... 4 1 rM;oo 6Zx3x1 .. .038 2 .o~Ho lv 21.1... 37.5 2.086[4.752 1 ~529 . 254 C5 .... 1 i 6 1 M78 6Zx3x1 .. .037 2.5 .005 _ 0 1VI20.6 ... 37.5 2.21216.193 1 I .6 .808 C5~:: "117 1 M16 6Zx3x1 .. .034 1.75 .003 0 y 21.8 ... 37.5 1.913 6.1931 1 799 .936 C5 ... 118 1, Mi24 6Zx3x1.. .034 .751 .003 I 0 v 21.8 ... 37.5 1.913 6..1931 1 .799•.936-CS .... 119 1 M15 6Zx3xi .. .029 0 . 003 : 0 IY 20.6 ... 37.5 1.913 ·6.193 1 432 .748 C5 ... 120 1 Mi23 6Zx3xL .029 0 .003 0 lv 20.6 ... 37.5 ,1.913 6.193 1 432 .748 cs .... 121 1 i M7i 6Zx3x1 .. .026 4 .004 0 lv 18.7 ... 37.5 12.212 6.193 i .6 .702 C5 ... j_~~tj-M7L 6Zx3x1 .. .0:2_5 K~~-.005 0 '"'121.8 .. f7.5_ 2.212 6.193 1 .6 .889 cs ... ~23 i I M69 6Zx3x1 .. .012 .001 o lv 20.6 ... 37.5 2.212 6.193 1 .6 .886 C5 ... 124 i 1 I M70 i6Zx3x1l .OiO o I . 001 0 .Jyl21.8 ... j37.5 2.212 6.193 1 .6 .952 cs .... 0 ; . 125 11 M2 3.5CS ... .000 I 0 .000 0 'y.13.0 ... 20.7 ... ' .535 1.875' 1 .6 .6 C3 ... 126 1 M4 3.5CS ... .000 0 . 000 i 0 13.0 ... 20.7 ... .535 1.875 i .6 .6 1C3 .... I ! i 27 1 M28 3.5CS ... .000 0 .000 I 0 y 13.0 ... 20.7 ... . 535 1.875 i .6 .6 C3 .... 1 128 i M29 13.5CS ... .000 0 .000 0 v 13.0 ... 20.7 ... .535!1.875 i .6 .6 C3 ... ,_1?~-,_t --[1130 3.5CS ... .000 0 .000 l 0 13.0 ... 20.7 ... ~-si_g_ ___L_r..S .6 .C3~-~ i30 i M31 3.5CS ... .000 0 .000 I 0 IY'13.0 ... 20.7 ... .535 1.875 i .6 .6 C3 ... 131 11 M32 !3.5CS ... . 000 0 .000 0 IY 13.0 ... 20.7 ... .535 1 .. 875 1 .6 .6 C3 ... ~2-+r· M33 6Zx3x1 .. .000 0 I .000 0 IV 21.9 ... 1 37.5_ ~~~.752 1 .6 .6 C3 ... 133 M54 6Zx3x1 .. .000 I ~ .000 0 v 21.9 ... 37.5 2.086 14 . .752 i .6 .6 C3 ... J 134 i 1 M56 . 3.5CS ... .000 .000 0 IY 13.0 ... 20.7 ... .535 1,875 1 .6 .6 C3 .. l 135 1 M58 3.5CS ... .000 0 000 0 !v 13.o ... 20.7 ... . 535 1 . .875 1 .6 .6 C3 .... 136 1 M82 3.5CS ... .000 I O_l .000 0 !v 13.0 ... 20.7 ... .535 1 .. .875 i .6 .6 C3 .... / 137 1 M83 3.5CS ... .000 a 000 0 I'll 13.0 ... 20.7 ... . 535 1.875 1 .6 .6 C3 ... J 138 1 M84 3.5CS ... .000 0 . 000 I 0 IV. i3.0 .. .-203 ... .535 !1.875 i .6 .6 C3 ... 139 1 M85 3.5CS ... .000 0 . 000 0 IY 13.0 ... 20.7 ... .535 1.875 1 .6 .6 C3 ... JA.Q 1 M86 3.5CS ... .000 0 -· .000 0 tv 13.0 ... 20.7 ... . 535 1_~87~LL __,_6 .6 IC3 ... i 41 i M87 IBZx3x1.. .000 0 . 000 0 J1[2i .9 ... 37.5 2.086 4,752 1 .6 .6 C3 .... 142 1 M 1 08 6Zx3x1 .. .000 0 .000 0 !v21.9 .... 37.5 2.086 4.752 1 .6 c-J?-g~~ 1143 1 M1 i 0 I3.5CS ... .000 0 .000 0 jyl13.0 ... 20.7 ... .535 1.875 1 .6 .6 C3 .... 144 i1 M112 3.5CS ... .000 0 .000 J o lvli3.o ... 20.1 ... .535 i.B75 1 .6 .6 C3 .... I RISA-3D Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8x1 0-20 Degree-AL T-2 Min Pen 4 Bays·· 36 inchA.a.yJs High Seisn Orie2 Engineering DJF Company Designer Job 1\Jumber Standard 8x1 0 Min. Pen (20 Degree Tilt) Rack Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shaoe UCMax Locfft Shea ... Locfft ... Pnc/ ... Pnt!o ... i 1 M1 PIPE 2.5 .. .395 3 .031 0 ~8.733 30.612 2 i M3 PIPE 2.5 .. .525 3 .041 0 128.733 30.612 ttl MS PIPE 2.5 .. .376 3 .029 0 128.733 30.612 _4 !1 ~~§__2.§~ .412 t+ ,032 I 0 i 28.733/30.6 i 21 5 1 M57 PIPE 2.5 .. .543 .043 0 ~8.733!30.612 6 1 M59 PIPE 2.5 .. · .455 3 .035 0 28.733 30.612! 7 1 M109 PIPE 2.5 .. .395 I 3 .031 0 I 128.733 30.612•. 8 1 Mi 11 PIPE 2.5 .. .525 3 .041 0 28.733 30.612 9 1 M113 PIPE 2.5 .. .376 3 .029 0 I 128.733 30.6i2i Joint Reactions (B'l, Combination) LC Joint Label X[k] Y[kL z fkl 1 1 I Ni -.023 i .162 .282 2 1 N3 -.009 .i27 .378 3 i N5 -.009 -213 .271 4 1 N57 0 .064 .297 5 i N59 0 .013 I .393 6 i N61 0 ,;. ') ''''· < I 7 1 N113 .023 .162 I .282 Page:A65 Checked By: Mnvv/om fk-t(l Mnzz ... C~~ 2.174 2.1741.6 .. i-i 2.174 12.174 1.6 .. H1-it 2.174 2.174 1.6 .. HHt 2.'174 2.174 1 HHt 2.174 2.174 1 HHt 2.174 2.174 i Hi-it 2.174 2.174 1.6 .. Hi-it 2.174 2.174 1.6 .. HHt 2.174 2.174 1.6 .. HHt MX fk-ftl MYfk-ftl MZ[k-1i~ 0 0 I o 0 0 I 0 0 0 ! 0 0 0 I 0 I 0 0 I 0 __ Q ___ f---0 Q ___ I Q I 0 I 0 /11 t ~ _L__L_ N115 ___ .009 ---I .t2L+ .378 I 0 I 0 I 0 --N1j] __ .009 -.213 ' .271 Q_J 0 --1 a·- I-[ 1:-7-0+I--'-1 _f--r--1 --::::'T'::"':ot:"":a!s':'-:-: -~~--~0 -=-----+/_/-+l\1_--:--;·1-"':-54'--t---;;;;;---~2.8"'-"'8:-=c~::-+~---+j' ·_--t--------1 [ i 1 l 1 I . COG (ft): __L____ ___ X: 16 I . Y: 3 Z: 110.~--------'--------L---_j I RISA-30 Version 7.1.3 [\ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \ ... \Rack-8xi 0-20 Degree-AL T-2 Min Pen 4 Bays -36 inchRa;ms 'Hlgh Seisn 15980 Via Tazon, Suite 200 San Diego, CA92127 Orie 2 Engineering Structural & Bridge Engineers Phone#: (858) 335-7643 FAX#: (858)451-6142 Project No. : PROJECT: Page: A66 PAGE No. __ OF DATE: BY: DJF 2-1/2" Dia. Pipe to Z6 Connection Detail Screw Type/Manu!. #12 TEKS Pns/0 = 559 lbs. Applies Loads at Conn. (D + EO (E-W)): Pi= 0.271 kips 0.5'1 kips 1,529 k-ft. Total No. of Scews = Total No. of Bolts= Bolt Locations: V= 2 in. h= 1.5 in. d=.fv'2+hA2 = 2.50 in. 4 Shear on Screws due to Axial Load P !' V= 0.136 kips Check 1/2" Dia. U-Bolls: Shear on U-bolt due to V~: Vboll1 = 0.1275 kips Shear on U-bolt due to Mj : Vbalt2 = M'12/(d•# bolts) v.,,, = i .835 kips Total Shear on U-bolts (V.1+Vb2): v,,,.l = i .962 kips /tf FASTEN WITH (2) I I L 1/2" GP,LV U-BOLT / r-:t-:.-~-'- CONNECTORS !'I .".ROUND PIPE TO .! BACKING PLATE V THROUGH Z CHANNEl. (SNUG AROUND PIPE) Okay ICBO ESR 1976 (per IAISI allow screw capacity check) (loads from RISA 3D analysis) Determine Allowable Bearing on Bolt Notes: 1. U-Bolt is designed to resist Horizontal Shear & Moment 2. TEK Screws and top flange of Z arE!· designed to resist Vertical Load, {from Soctlol'! E.~~.-3 2001 North Am~Hcah Cold Fotmed St<';el Sp'3Ct) bolt dia. = 0.5 in. m, = 0.75 tmetaJ= 0.187 in. 3/16"' Plate added to 14GA. Z6 d/t= 2.67 < 10 C= 3 P = mtC'd't'Fu Fw = 45 l<si 9.47 ksi Allowable Bearing on Sheet Metal = 0= 2.4 Pn/fl = 3.94 kips Determine Allowable Shear on Bolt Allowable Shear on U-Bolts: Abolt = 0.196 in' F,= 27 ksi fl = 2.4 V allow = Abort * F /0 V ,II ow = 2.21 kips (allowable shear stress) Controls Okay 112" PRE-PUNCHED HOLES I\T 6"Z SPLICE LOCATION. 12" OVERLAP SPLICE IN Z-BE.A,i\11 CONNECTED USING 3i8" G,L\L\f BOLTS 15980 Via T a:zon1 Suite 200 Sa11 Diego, GA 92127 Orie 2 Engineering Structural & Bridge Engineers Phone#: (858) 335-7643 FAX#: {858) 451-5142 Project No. : PROJECT: Page:A67 PAGE No.~_ OF DATE: BY: DJF Stiffener Plate to 26 Connection Detail Screw Type!Manuf. #12 TEKS Pns/0 = Applies Loads at Conn.: Mj= 0.271 kips 0.51 kips 1.529 k-It. 559 lbs. ICBO ESR 1976 (per IAISI allow screw capacity check) (loads from RISA 30 analysis) Screw Locations: Total No. of Scews = 12 vi= hi= 2 in. B in. Shear on Screws due to Moment: I:ct•z = rv•2 +Ih'2 = 302 H = M'v/Id-'2 = 0.122 V = M'h/2:d'2 = 0.365 v2 = 112= in.'2 kips kips Vtol= 0.387 kips (per screw) Htot= 0.164 kips (per screw) R = -~ V'2 + H•2 = 0.420 kips I FASTEN WITH (2) I I l_ 2 in. 3 in. Shear on Screws due to P ~: V= 0.023 kips " 0.559 Okay Shear on Screws due to V~: H= 0.043 kips (. 1~:--.1\/~ 2"! I ~ . © ~ ....__f\'ll -~ , -·t-·+- 1/2" G/\LV U-BOL T I ,-.:1:=-~=~lJ!~ CONNECTORS I" ;---l~=~-~""f"==:•F AROUND PIPE TO l ~i4"X5.5" X3i16 ~----r-----r---------l /~_.. BACKING PLATE -----3>-l' "' " V'p I~' <• " ---~f 0 " r§l Q ,, __ j __ _j\_ ----i --~-~~-!: ~:---~-,·~" 1 z CHANNEL I l---i4 ---. 2 -"-IC:ASTEN WITH (15) BACKING PLATE I' Tl-iROUGH Z CHANNEL (SNUG ?.ROUND PIPE) '---~~--··-- -___ ,_; 1 ;, l #12 SS TEl-< SCREWS 2-"112" SCH40 GALV PIPE --· I I -----~~----- 12" OVERLAP SPLICE !N Z-BEAJ\il '1!2" PRE-PUNCHED HOLES ,<>,T 6"Z SPLICE LOC.'H!ON. CONNECTED USING :3/8" GALV BOLTS 16980 VIa Tazon, Su!te 200 San Diego, GA S2127 Orie2 Engineering Structural Engineers Phone#: (858) 335-7643 FAX#: (858)45i-6i42 Project No. : PROJECT: S.M.S. -Allowable Tension Capacity Reference Code: American Iron and Steal Institute {AISI)-Cold-Farmed Steel Design Connecting Metal 11 = Fy= Ful = 0.059 in. 50 ksi 65 ksi Screw Type/Manu!. itt2TEKS 0.216 in. Pull-Out Pnot = 0.8S'tc'd*Fu2 = Pull-Over dw= 0.4 in. Pnov = 1.5't1'dw'Fu1 = Screw Tension Pts = 4.68 kips Pnt = 0.8*Pts = Use Ts = 3.0 Pnslfl = 235 lbs. Page 3 of3 Base Metal tc = Fy= Fu2= 0.059 in. 50 ksi 65 ksi ICBO ESR 1976 0.704 kips (Eq. E4.4.i-1) (washer diameter) 2.301 kips (Eq. E4.4.2-1) (tram screw manufacturer) 3.744 kips (Eq. E4.4.3-1) 0.704 kips (Minimum of Pnot, Pnov, Pnt) Page:A68 PAG>E No. __ OF DATE: BY: DJF ESR-1978 i5980 Via Tazon, Suite 200 San Diego, CA 92127 Orie2 Engineering Structural Engineers Phone#: (858j 335-7643 FAX#: (858)451-6142 Project No=-.:...:---------- PROJECT: S.M.S.-Allowable Shear Capacity Reference Code: American Iron and Slsellnslilute (AISI)-Cold-Formed Steel Design Connecting Metal Base Metal 11 = 0.059 ill. 12 = 0.059 in. Fy= 50 ksi Fy= 50 ksi Fui = 65 ksi Fu2= 65 ksi Screw Type/Manui. #12 TEKS ICBO ESR 1976 Screw Manut. Test Shear Strenght-Pss = 2095 lbs. d= 0.216 in. Shear Design Strength Metal (Section E4.3) Connection shear limited by tilting and bearing (Section E.4.3. 1) 12/ti = 1.00 ,; 1.0 Pns = 4.2'(t2'3*d)"1 12'Fu2 = i.Bi8 kips (Eq. E4.3.1-l) Pns = 2.7'11 'd'Fut = 2.237 kips (Eq. E4.3.1-2) Pns = 2. 7*12*d*Fu2 = 2.237 kips (Eq. E4.3.1-3) Use Pns = "1.82 kips 0= 3.0 Pns/0 = 607 lbs. Check Shear Strength of Screw Pns = 0.8'Pss = 1576 lbs. (Eq.E4.3.3-1) Pns/0 = 559 lbs. A69 PAGE No. __ OF DATI:: BY: DJF ESR-1976 Orie2 Engineering Structural Engineers 9750 Miramar Road, Suite310 San Diego, CA 92126 Phone#: (856) 335-7643 FAX#: (858) 586-0911 Project No. : PROJECT: 2-112" Dia. Pipe Column to Roof Truss Connection Vallow= Tallow= Screw Type/Manu!. 14-20 Applies Loads at Conn.: Pi= 328 lbs 382 lbs. (shear) (tension) Shear Strength (based on screw capacity): Vss = 3822 lbs. Vns = O.B*Vss 3058 lbs. Vns/0 = 1019 lbs. Vallow (2 Screws) = 2038 lbs. Tensile Strength (based on screw capacity): Pss = 3822 lbs. Pns = 0.8*Pss 3058 lbs. Pns/0 = 576 lbs. Pallow (2 Screws)= 1152 lbs. Combined Tension+ Shear: R = Vapplied/Vallow + Tapplied/Tallow = T-5 Fenderhead by Dynamic Fastener (Loads from RISA 3D analysis) 0=3.0 (Manu!. Test Value) {per IAISI allow screw capacity check) n = Jc.o (Manu!. Test Value) (per IAISI allow screw capacity check) 0.493 < 1.0 Okay NOTE: ROTATE BASE PLATE AS REQ'D TO FIT SCREWS WELDED - PI~GE No.~-OF DATE: BY: DJF 15980 Via Tazon, SUite 200 San Diego, GA92127 Orie2 Engineering Structural Engineers Phone#: (858) 335-7643 FAX#: (o58)45i-£142 Project No. : PROJECT: S.M.S.-Allowable Tension Capacity Reference Code: American Iron and Steel Institute (AISI)-Cold-Formed Steel Design Connecting Metal 11 = Fy= Fut = 0.125 111. 50 ksi 65 ksi Base Metal tc = Fy= Fu2= 0.125 in. 50 ksi 65 ksi Screw Type/Manu!. 14-20 TS d = 0.25 in. Pull-Out Pno! = 0.85'tc"d"Fu2 = 1.727 kips (Eq. E4.4.H) Pull-Over dw= 0.4 in. (washer diameter) ?nov= '!.5*t1*dw*Fu1 .... 4.875 kips (Eq. E4.4.2-1) Screw Tension Pts = 4.23 kips {tram screw manufacturer) Pnt = 0.8"Pts = 3.384 kips (Eq. E4.4.3-1) Use Ts = 1.727 kips (Minimum of Pnat, Pnav, Pnt) 3.0 Pns/0 = 576 lbs. Use Allow Tension= 576 lbs. A71 PAGE No. __ OF DATE: BY: DJF 15980 Via Tazon, Suite 200 Sa1·1 Diego, CA92127 Orie2 Engineering Structural Engineers Phone it: (858) 335·7643 FAX#: (858) 451-£142 Project No:...:'------------- PROJECT: S.M.S. -Allowable Shear Capacity Reference Code: American Iron and Steel Institute {AISI)-Cold-Formed Steel Design Connecting Metal !1 = Fy= Fu1: 0.125 in. 50 ksi 65 ksi Screw Type/Manuf. 14-20 T-5 Screw Manuf. Test Shear Strenght-Pss = 0.25 in. Shear Design Strength Metal (Section E4.3) Base Metal t2 = Fy= Fu2= 3822 lbs. 0.125 in. 50 ksi 65 ksi Connection shear limited by tilting and bearing {Section E.4.3.1) 121!1 = 1.00 :5 1.0 Pns = 4.2*(t2"3*d)"i /2*Fu2 = 6.033 kips (Eq. E4.3.H) Pns = 2.7*11 'd*Fu1 = 5.484 kips (Eq. E4.3.1-2) Pns = 2. 7't2*d*Fu2 = 5.484 kips (Eq. E4.3.1-3) Use Pns = 5.48 kips 3.0 Pns/0 = 1827 lbs. Check Shear Strength of Screw Pns = O.B*Pss = 3057.6 lbs. (Eq.E4.3.3-1) PnsiO = 1019 lbs. Use Allow Shear = i019 lbs. Page:A72 PAGI: No.~_ OF DATE: BY: DJF 15980 Via T azon, Suite 200 San Diego, CA 92127 Orie2 Engineering Structural Engineers Phone#: (858) 335-7£43 FAX#: (858)451-6142 Project No. : PROJECT: Check 1/4" Base Plate Connection 382 lbs. 328 lbs. 118" Fillet Weld Capacity: Val low= 0.707*Awe1/0.3*70ksl 16.7539 kips Check 1 14" thick Base Plate: Moment= S = b!A2/6 191 lb-in. Plate thickness, t = 0.04 i 67 in.'2 (Tension Reaction) (Shear Reaction) 2-1 /2" STD Pipe OD = OKAY 0.25 in. Fo= MIS Fb= 4584 psi Fb{allow) = 0.75'36ksi = 27,000 psi OKAY v L :;>I From Rack Analysis From Rack Analysis 2.875 inches Plate width, b = 4 in. Pup en 0 Page: A73 PAGE No.~_ OF DATE: BY: J.L.O./D.R.O. Appendix B Wind Force Analysis of a Building-Mounted Solar PV Array Page:B1 Wind Force Analysis of a Building-Mounted Solar PV Array SunEdison R&D 7/10/2007 Page:B2 This document is meant to serve as a brief overview of the Min-Pen rack. The philosophy behind this rack is that through a detailed study of the wind forces on an array, an intelligent placement of roof membrane penetrations can be made whiie ensuring a safe design. Wind tunnel testing was performed on racks of several tilt angles. These racks were evaluated under all possible wind directions and the resulting moments and forces were measured. These measurements were then used to determine how the forces are distributed throughout an array. The array was broken down into sections based on row location and distance from a row edge. Primary rows are those on the outside of an array grid. A secondary row is one located between the North-most and South-most (Primary) rows. It was found that these secondary rows were largely shielded from the effects of the wind and that penetrations were required on the perimeter of the array structure only. This fact holds for any rectangular array shape. The resulting data is presented in figure 1 below. The chart outlines the maximum forces possible, on a secondary row in an array, as a function of the distance from a row edge. Maximum Forces Possible on a Secondary Row as a Function of Distance from the Row Edge 14.0 (Including Distribution Safety Factors) cc j < [;] M~~i~~~ Po~sible D~~g I -12.0 --r-----1 (per square foot) J_j 0 · o Maximum Possible Lift N < (per square foot) l__j -10.0 ---r------r------,---i-----... 11) Q. 8.0 ! 11)----f----r---r-----r---r-----(J 11) l i ... c: 0 CIS -~-!.La. 6.0 --~ f----r---r-----f----r---i 0 Ul 4.0 1;!1 c--:::; 1--,---r---------· "0 r::: :l 8. 2.0 -T 1 j1{ffi I ::l I ' ~i'cl ' 0.0 "c' ' I ~~~~~~~~~~~~~~~~~~ " " ' q:; ~ L Distance From End of Row (ft) J Figure 1: Distribution of Forces on a Secondary Array Row (20 Degree Panel Tilt) There are small, constant forces present throughout some sections of the array. This can be seen in figure 1 as one moves away from the outer edge of a row. Beyond 10 feet from a row edge, the effects of wind blowing in from the side of the array are no longer driving the design. This supports the idea of an array "interior". Cd Values Throughout Panel Arrays by Row 0.4 ~ 0.3+------1 ·::; ~ ¢ ';, 0.2 +---1! " "' = " ; .:5 0.1 Row1 Rows 2,3 Rows 4,5,6 Page:B3 Cl Values Throughout Panel Arrays by Row 1.0 ~ ·;:; i 0.6 +---11 0 u t:: ~ 0.4 ~ t; 0.2 Row 1 Rows 2,3 Rows4,5,6 Figure 2: Magnitude of Force Shading as a Function of Row (Row 1 =North Row) Figure 2 illustrates the reductions in Drag (Cd) and Lift (Cl) that occur through row shading. Testing was completed to determine the distribution of this shading as a function of row. These tests show that the shading effect stabilizes as flow moves back over an array. The forces present on row 20 will therefore be no more than those on row 5 or 6. The testing performed did not model the benefits of any building shading structures such as parapet walls. If present on a building, this additional shading would provide a significant amount of safety factor to the Min-Pen design, on top of th:at already present. The shielding of drag forces is not afforded the same reduction on rows 2 and 3 as in the lift case, but does show the same stabilization trend. That is, as flow moves back through an array, there is little change in the forces acting on a given row (row>3). There is also a clear difference in the shading behavior between panels at 10 degrees and panels at 20 degrees of tilt angle. This is due to a greater flow separation (and thus shieiding) on panels of a higher tilt angle and is a result supported by thousands of tests performed in the fluid dynamics field over the past 75 years. The approach taken by SunEdison with the Min-Pen rack is to maintain penetrations as required to satisfy seismic demands on the array, but to apply wind tunnel testing data to remove unnecessary penetrations required by building code for wind loading. The structure itself is designed as specified through building codes and will not be changed. Only the penetration count and locations are affected by this design. In order to keep roof loading within building limits, non-penetrating supports are used regularly throughout the array. The rack is designed to function as a rigid body and will be: sufficient to absorb any local peak forces and distribute them over the structure. The resulting array provides for a very stable and solid design while allowing a reduction in the cost of solar energy. Appendix C Inverter Anchorage Orie z Engineering Structural & Bridge Engineers Page:C1 PAGE#: JOB#: ------- PROJECT----------------------DATE: 06/09109 9750 Mirti!mar Road, Ste 310 San o:ego, CA 92126 Phone# : (858) 335--7643 FAX#: (858) 586-091 1 DESCRIPTION : ~:_', _----------__I)ES!GNE!J At Roof Lcvol ~] _SEISI\IIC DEMANDS ON NONSTRUCTURA!. COMPONENTS ASCI: 7-<15 13.3.1 Code: 2007 CBC, ASCE 7-05CHAPTER '1. 1:!, 1~! SEISMIC DESIGN GRITEfWj Site Class: D Tab!" 20-3-1, D0falill = D 1 ZipCocte' I S,: 11UOCO %g (USGS t..!sing Latitude/Longitude} S,; 42.iOO:J %g F,: 1.0.56() Table 11 A 1 fv: 1.5790 Table i1A<~ SMs: 1.1732 F.,~slk S,,: 0.6648 F,•S, Sos: 0 78;~1 2/3(Sr.,1~) So,: 0 44:32 213(S,_,d Occupancy; n fp: l ~p= ') Rp= h= S-r.isrnic Force: F~' = OAa:t>SnsVV~ ___ x (1+2(zlh)) >: Wr; (Rpllp) FP = 0.3754 x V'/p <~-Governs F9,~1" = 0.'3Sosfp X Vl/p Fp,Udfl:: 0.2346 }1, w,. F p,rm.~ = 1. 6Sns:!p X V"l? Fp,m,): = 125-14 xVVp fp" 0.3754 X 1/110 FMASll} = Ft) X 0,1 = 0.34B6 X VVp ( ----------- Orie' Engineering Srmctural & Bridge Engineers 9750 Miramar Road, Suite '310 San OJ~go, CA 9:?1.28 Phone#. (858) 33-5·7343 FAX# : (858) 58S-Cq11 Pcoj(JCI No. · 460.230··09 Description: Wind Force on lnvertP.r Rack DESIGN WIN[! LO!'O ON OTHER STRUCTUR;S ASCE. 7-0-::_5 :::;6."'5.:..:1::_5 ----------- F = q,,G C,A, q,= .00256 K, Kfi 1(., V" I Exp= HI. z al the centroid of area Af = fi Exposure coefficiellt K, = 0.98 Topography factor K,, = Dlrecllormlity factor K0 = \UIG Wind Speed V = mph Importance factor 1"~ 1 CJ.x~ 15.41 Gust Effect factor G = Force coeff c, = i : Design wind pressure, FIA, " 17.02 psf psf (6-27) (6-15) 6.5.6.6, T-6-3 for MWFR 6.5.7 2 Table 6-4 Table 6-1 65.8 Figure 6-21 through 6-23 ~----"""'R001top Factor·· 1.40 (conserva!lve) 6.5.15 1 ---------~-------, Proje<:te!l Area of (1) panel" 1.8' x 55"width -----"=""-'--------·-< i = 8.60 s.f. I 1000 panel area= 8600.00 s.f. (conse1vative) ::_j Var~ Rooftop .. Factor from "Ulto 1.91i.nearly as Af varies from 0.1Bti to Btl 0.1611'" 900.00 ,;.f. (conservative) ·--------~-~_:__!!!)[)0 oo. -.. Design wind pressure x Rooftop Factor~ 23.83 psf . i Page:C2 P1'1GENo OF DII.TE . 06/09i09 BY: I I I I I I I I I .Y I ''·)! •. I • I Z X Loads: BLC 5, Solution: Envelope Orie2 Engineering DJF 480.230-09 -I STCarlsbad Section Sets sunnyboyrack.r3d Page:C3 Sec:tJon Sets 2.5"Pipe C5x67 Brace BI8Ce2 P1000 PIOOI I .v I ~ I .,.. "" I ~ . ·x ~kCJ --Orie2 Engineering DJF 480.230-09 - J I Page:C4 ----------· - STCarlsbad -1 Nodes sunnyboyrack.r3d ~ -------~- I Page: C5 I z" . X I I I I I I I I I I ....... . ·- Orie2 Engineering ST Carlsbad I DJF 480.230-09 Members sunnyboyrack.r3d I I .Y ,· Loads BLC 1, Oonverter Solut•on. Envelope Orie2 Engineering DJF 480.230-09 Page:C6 ST Carlsbad BLC 1 Dinverter -. sunnyboyrack.r3d I I I I I I I I I I I I I .Y ,-- z" "x loads. BLC 2. Wind Solution: Envelope Orie2 Engineering DJF 480.230-09 Page:C7 - l I ST Carlsbad I BLC2: Wind sunnyt>oyrack.r3d ----1 I I .v .. ' z· • •• loads BLC 3 EQ (e-w) Soluhon: Envelope Orie2 Engineering DJF 480.230-09 Page: C8 ST Carlsbad BLC3: EQ (e-w) sunnyboyrack rJd I I Loads BLC 4. EQ (n-s) Solut·on Envelope 0r1e2 Engmeenng DJF 480.230-09 Page:C9 ST Carlsbad BLC4: EQ (n-s) aunnyboyrack.r3d I I I I I I I I I I I I I \No iS:A- Member: M153 l Oy Shape: P1001 Material: gen_Steel Length: 1.279 ft I I I Joint: N76 J Joint: N72 LC 3. D+Dinverter+EQ (n-s) I Code Check: r .., , Lir:.,, Report Based On 97 Sections II I J 0 at 0 ft A k Vy I 1 - 'Mz 0 at oft T k-ft f oat oft fa ~-ksi j I· 1 l fc ~------- ~e P \C)O \ Page: C10 ----1 r -: I -.033 at 0 ft I --In II -.012 at 0 ft Oz in I ~ -.018 at 1.265 ft -.06 at 1.252 ft .173at0ft .078 at 0 ft Vz k ' k I .168 at 1.279 ft 1 -.134 at 0 ft : k-ft I I .159at1.279ft My k-ft .059 at 0 ft I -.352 at 1.279 ft I ~lj 16.227 at 1.279 ft -6.161 at 0 ft ft I II ksi 6.161at0ft -16.227 at 1.279 ft I 1 J ------·------------- WD <:::~ Co...se c..S""' b ."1 Page: C11 ----------- Beam: M136 I Shape: CSX6.7 .01 at .33 ft I Material: A36 Gr.36 Length: .33ft 0 at 0 ft I Joint: N42 Dy in II J Joint N135 -.001 at .33ft ;...~ 1. D-+OinvP.r1er+Winrt Dz In Code Check~ Report Based On 97 Sections .009 at 0 ft .45 at 0 ft f:;-~ O"ili . 1 I I *~·qn -.083 at 0 ft k Vz -.002 at oft k A Vy k .447 at .33ft I I '· .371 at 0 ft r<-~ol"''l'i. ;des;Jy"'\ I II I I 0 at oft ' -_] .066 at 0 ft T k..ft My ------k-ft . 039 at .33 ft k-ft I Mz .223 at .33ft I 3.59 at 0 ft I ksi I I -1.365 at .33ft 0 at 0 ft '~:-·~ ; '"':~ .. 1r""' T ':'-'l"l'j , . .....,". .t ft fa ksi ! ·.~· . ' -2.291 at 0 ft fc ksi 2.129 at .33ft AISC 13th ASD Code Check Max Bending Check location Equat1on Bending Flange Bending Web Fy 36 ksi Pnc/om 42.323 k PnUom 42.467 k Mny/om 1.087 k-ft Mnz/om 6.305 k-ft Vny/om 12.287 k Vnz/om 14.486 k Cb 1.19 0.120 Oft H1-1b Compact Compact Lb KUr Sway Max Shear Check Location Max Defl Ratio 0.037 (y) Oft U5084 Compression Flange Non-Slender Compression Web Non-Slender Y-Y Z-Z .33ft .33ft 8.031 2.031 No No l Comp Flange .33ft Torque Length 7ft ---- ----------~ AISC 13th ASD Code Check Max Bending Check Location Equation Bending Flange Bending Web Fy 36 ksi Pnc/om 33.55 k Pntlom 34.275 k Mny/om 2.461 k-ft Mnz/om 2.461 k-ft Vny/om 10.283 k Vnz/om 10.283 k Tn!om 2.309 k-ft Cb 1.667 0.093 Oft H1-1b Compact Compact Lb KUr Sway Max Shear Check Location Max Defl Ratio 0.012 (s) Oft U10000 Compression Flange Non-Slender Compression Web Non-Slender Y-Y Z-Z 1.604 ft ".604ft 20.158 20.158 No No L Comp Flange 1.604 ft Torque Length NC Company Orie2 Engineering Designer . DJF Job !\lumber : 480.230-09 ST Carlsbad .'15 ._:~ 0 -1 -i I J Therm (\iE5 F} .6 ,, \J Page: C13 Checked By:_ Q_,;msity[klft"3L .145 RISA-30 Version 8.0.0 [\ ... \ ... L\ ... \480-Sun Edison\230-09-Staples Carlsbad\calc\sunnyboyrack.r3d) Page 1 Page:C14 Company : Orie2 Engineering Designer : DJF Job !'\lumber : 480.230-09 ST Carlsbad Checked Company : Orie2 Engineering Designer : OJF Job Number : 480.230-09 ST Carlsbad -------- -~{ Ift1 ---- Page: C15 Checked 0 0 0 -0_- 0 G -0 ,_ -0 __ 0 o. -_0 (' .I Q -J) .J) -· RISAM3D Version 8.0.0 [\ ... L\ ... \ ... \480 M Sun Edison\230M09-Staples Carlsbad\calc\sunnyboyrack.r3dJ Page 3 Company Orie2 Engineering Designer DJF Job 1\Jumber 480.230-09 ST Carlsbad Page: C16 Checked 0 0_ 0 0 Q 0 0 _(! -- o. F.Qoting . RISA-30 Version 8.0.0 [L\...\ ... \ ... \480-Sun Edison\230-09 ~Staples Carlsbad\calc\sunnyboyrack.r3d] Page 4 Company Orie2 Engineering Designer . DJF Job Number: 480.230-09 . Direction ? 8 \l (\ X ""..i' ST Carlsbad Start fWagnitude(k/ftdegJ -.~01 B. .Qi8_ .o·i!l ___ ,/\ j '•t t"". Page: C17 Checked End Magnitud~[ki. .. StartLo.;;a(ion[ft.%1J:nd Locationl.H . _.Oj] 0 0 0 0 0 .. 0 0 c i 0 0 .. .O'i8 0 0 " {~-~ 0 n ,_; Q 0 (1 ''\ '-• I ·- RISA-30 Version 8.0.0 [L.\ ... \ .... \ ... \480-Sun Edison\230-09-Staples Car!sbad\calc\sunnybovrack.r3d} Page 5 Company Designer Job !\lumber r. I) 6 '7 I 3 Orie2 Engineering DJF 480.230-09 _fl,i.emb;;;r Label !Vl2_00 Member Label. [\...\. .. \ ... \. ST Carlsbad Direcbon v ' \7 I y \f ' _y Dire.ction .2~ z z IJlagnitud~U{.k-ftL ··.07Q_ --+ Page: C18 Checked By: Lo.::atloll[ft,%L '1.25 2 2 Loca!ion[ft.%! ___ i 25 '{.045 L2iJ 1.4:5 2 2_ ~ 2 2 Page6 ----1 I Page: C19 Company : Orie2 Engineering Designer : DJF Job Number : 480.230-09 ST Carlsbad Checked Joint Poim Distribute¢ SF-ISS BLC Fact..BLC fact.BLC FacLI3LCFacLBlCFacLBLG F'actJ3LC',£ae,;t..BLC Version 8.0.0 [\...\ ... \ ... \ ... \480-Sun Edison\230-09-Staples 7 Orie2 Engineering Structur<JI & Bridge Engineers 9750 Miromar Road. Suit•~ 310 San Diego, CA 92128 Phone# : (BSS) 335-?64:1 FAX # · {858) 586-0911 Project No. 480.230-09 PROJECT · ~es Q,""a"'rls:::.:b:.:::a:::.d,"'C:;;;.A.:_ _____ _ Check Connection -. Page: PAGE No. OF DATE: 06!09109 BY· RecommGt1dr~d N\.::ntirnum PV Povtar (Modvli!-STC{ DC fvt< .. udmurn Vc1-ilogu PV 1ik1rt Voltose A(. f'·.!o~ninol Pov.te:r J~C: iv\t1)::Wnum Output Power f...\C 1'/\I:JXWt'iUI'!"l Ouipui (unent l'lC NO'minoJ VohoHs: Rcmg~~ AC Fri!=quency: nomina!/ ran~y~ fl-.J\ver F.:Jctcr i Nomlnai} Peak \nvert8r Eff~den~y \Ni;:,dghh'3d Efficiency Topology 208, 240, 277 V) Ud Cd:::-c o!uminum_/ r,_~d ,/ bh;~~· / y.9-l!o"~' Cornmtmit~a*ion: RS4S5! wireie~:1 Vi/orr•:mty: Comp!k;,oc<': iEE2-929, IEEE-i547; Ul l74l, Ul 1998, FCC Pori 15/.\ & ~. Page: C21 117000U SB 5000US 6250'\A/ bOOV 250-MlOV <5% 3 [inverter/, 4 ~~ 20 A (DC dl~c{.ln!'"Hi;<:t) 30)V 5000'}/ 5000\;V 183-229 v @• :108\f SB 6000US 7500V.J 600V 250-480 v 3 firr;E>rler}, 4 " 20 A iDC disconmh-:tl 300V 6000W 6000'W 29 A, 25 A, 22 Hl3. 229V!il>208V 2!i -264 875:JW 250-4BOV 3 (if,\•',;;r!et}. 4 x 20 .~. ~DC CiKonne(r} 300\f 7'JDO'vV 183 . 229 \/ ({\'l 208 v 21 i -26t.l v (§":· 240 v 244-J05 v@ 7.77 v z;;,,-305 v ® 277 v 7.44 -:.m:> v 11• 277 v 60Hz/ 59.:3-60.5 H:z 60 Hz/59.3 ... ¢0.5 H:,!: 60 H.r~/ 571.3-60.5 Hz Q~ Q~ ~~ 96.~3';1v 970.::-~ 97, l 'j:~ 95.5'~·;;(§J208V 95.5%f020B ~~ ~-~ ~v %~©~v 13.,~ '" 2.,u 9.5 j 4l n,, / .!4& lho -!:~ro~L3.;.F < j'.,"./ I 0.1 '>AI lo·vlf fi;;;quer1-;y ~(0~1sfor- mqr, ~n;~ :Jitv:·..-,~:::ve ¥6.0J:b {g'.! 277 v i~L~I!, ;~~ 24. '! 9.5 ~41 lbs / 148 !bs ~-·f3k~ lJ~t °F < 7V\f I G.l V/ Lo\'{ i'r.;:quency tr.:insfor~ rncr. true dnewcve 96.0'% (,jl 2'77 v H3. ~! i~ 2~~u :.·( ~.;,_ 5 ·~,nih:-/ -~.::Hj a)~, ~"-13 rr.:-· n :.s <:·r: < 7 VV / O.i V·/ icNJ frequ7i.'ncy tn:msfor~ rn,;,r. tn;!7 sint::,•,v'!JVe s.· Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 San Diego, CA 92126 Phone: (8ei8) 335-7643 Fax: (8~>8) 586-0911 Supplemental Structural Calculation:s PROJECT: Staples PV -Carlsbad, CA (Project# 480.230-09) CLIENT: Sun Edison DESIGNED BY: D.J.F. DATE: 07/09 Oritfl -Structural Engineers This signature is to be a wet ~!!iignature, not a copy Signed By: Orie2 Engineering July 15, 2009 RESPONSE TO PLAN REVIEW COMMENTS PROJECT: Solar Electric System-Staples at Carlsbad, CA Sun Edison Project No. [CA-07 -1 02] Donald R. Orie, S.E. (858) 335-7843 james L. Orie, P.E. (858) 335-7643 I~ Our responses to the structural calculation review comments are as follows: COMMENTS TO PLANS Comment# Response #3 Please see pages X1-X2 of supplemental calcs. Al81 procedure for determining shear and pullout capacity has been based on the ultimate values and reduced according to AISI with "omega" factors. #4 Detail has been added to sheet S.3 showing the connection of C5 to pipe col. #5 Wind uplift analysis has been performed. See pages X3-X9 of supplemental calcs. Please feel free to call if you need further clarifications on the plans or c:alculations. We appreciate your attention and concern for this project. Cordially, Orie2 Engineering B~ Daniel Fisher ,,-;, 'I I, T-5 & ENGINEERING DATA FOR SELFDRILLE'RS 5 SELF-DRILLING FASTENERS FOR HEAVY STEEL APPLICATIONS • For reliable fastening to structural steel or bar joists (W'-W' thick) with no spotting or predrilling of holes. o Drills, taps and fastens in one operation with consistent holding power. o Superior to welding ... no burn-throughs, and can be visually inspected. • Ideal for attaching standing seam roof clips to bar joists, sidelaps and metal decks. Also ideal for many HVAC, electrical, and carpentry applications. ULTIMATE SHEAR VJU .. UES (POUNDS} FASTENER STEEL GAUGE DIA. POINT 26·26 24·24 22·22 20·20 18·18 16-16 14·14 12·12 !<>-}! 14·14 T2 278 466 526 758 845 8 T2 294 496 560 740 1060 T1 398 584 659 884 1373 10 T2 312 478 589 830 1206 T3 728 1263 1540 1552 T1 432 703 753 1018 1452 T2 365 600 623 898 1370 1756 2136 2202 12 T3 769 1358 1620 1970 1986 T4 2048 2030 T5 2650 2700 2762 T1 511 849 885 1244 1764 14 T3 930 1442 2100 2584 2650 The uHimate shear !lliQ pullout values must be reduced by at least a 4 to 1 safety factor to determine !he safe actual allowable working load. TENSILE ULTIMATE AVERAGE PULLOUT VJU.UES (POUNDS) FASTENER (LBS. MIN.) FASTENER STEEL GAUGE SIZE POINT 26 24 20 "18 16 14 12 %s" #6 T2 120 183 248 296 471 679 847 ¥8 T2 119 193 265 298 491 703 959 T17 166 262 365 480 585 T1 148 241 311 357 565 826 1111 1796 #10 T2 131 214 272 368 547 784 1033 T3 124 208 266 299 499 708 965 1474 T17 181 290 420 495 670 T1 159 261 338 390 649 908 1259 1947 T2 156 243 283 375 605 848 1181 1856 3520 #12 T3 142 211 287 341 551 757 1063 1631 2998 T4 495 697 986 1532 3485 4013 ----~--+----~--+---4 T5 487 699 913 1527 3701 3999 T1 208 329 42B 562 800 1 1 51 #14 T3 141 231 293 346 613 880 1145 1858 4550 fenderheads T5 5322 5812 6257 6-20 8-18 10-16 12-14 12-24 T4 12-24 T5 14-14 14-20T5 FenderheaG!s 1284 1544 1936 2778 3020 3188 4060 4225 NOMINAL SCREW SIZES Thread Diameter #6 #7 #8 #9 #10 #11 #12 #13 1/4 #14 Decimal Equivalent .140 .150 .160 .180 .190 .200 .210 .230 .240 .250 SHEAR TORQUE (AVG. LBS. ULT.) (MIN.IN-LBS.) 750 25 1000 42 1400 61 2000 92 2100 100 2200 150 2600 150 3822 150 .SHfEET STEEL (J;AUGES Comm11ln Decimal Sheet Sllleel Equivalent GaugE!>S 26 5: 24 CJ :::; 22 20 18 ~ 16 i5 w 14 :2 12 10 .018 .024 .030 .036 .048 .060 .075 .105 .134 Page63 9750 Miramar Road, Suite 310 San Diego, CA 92126 Orie2 Engineering Structural Engineers Phone # : (858) 335-7643 FAX # : (858) 586-0911 Project No. : PROJECT: 2-1/2" Dia. Pipe Column to Roof Truss Connection Vallow= Tallow= Screw Type/Manu!. 14-20 Applies Loads at Conn.: Pi= 328 lbs 382 lbs. (shear) (tension) Shear Strength (based on screw capacity): Vss = 3822 lbs. Vns = O.s•vss 3058 lbs. Vns/fl= 1019 lbs. Vallow (2 Screws)= 2038 lbs. Tensile Strength (based on screw capacity): PSS= 3822 lbs. Pns = O.s•Pss 3058 lbs. Pnslfl = 576 lbs. Pellow (2 Screws)= 1152 lbs. Combined Tension+ Shear: R = Vapplied/Vallow + Tapplied/Tallow = T-5 Fenderhead by Dynamic Faslener (Loads from RISA 3D analysis) fl=3.0 (Manu!. Test Value) (per IAISI allow screw capacity check) fl=3.0 (Manu!. Test Value) (per IAISI allow screw capacity check) 0.493 < 1.0 Okay Page:X2 PAGE No. OF DATE: BY: DJF Response to Comment #5 -Rack Wind Uplift Page: x3 Wwind-up = .024ksf x 3.5' = .084klf acting upward on shade loads: LC 4, 0.6D+0.6Dinverter+Windup Results for LC 4, 0.60+0.6Dinverter+Windup Orie2 Engineering DJF 480.230-09 ST Carlsbad l 0.6D+Wind-up sunnyboyrack.r3d i I I 1 l J .v l _.1 . :f)l. Z X Results for LC 4, 0.6D+0.6Dinverter+Windup Orie2 Engineering DJF 480.230-09 _ _, Page: X5 ST Carlsbad Check Top P1 000 Unistrut sunnyboyrack.r3d Page:X6 Company : Orie2 Engineering Designer : DJF Job l\lumber : 480.230-09 ST Carlsbad Checked By: Member Section Forces fBv Combination} LC Member Label Sec Axialfkl v Shearfkl z Shear ... Torauef...v-v Momentfk-ft z-z Momentrk-ftl 1 4 M105 1 .033 -065 0 0 0 -.024 2 2 .033 -.04 0 0 0 -.008 3 3 .033 -.015 0 0 0 0 4 4 .033 .Oi 0 0 0 0 5 5 .033 .036 0 0 0 -.006 6 4 M104 1 0 -.001 0 0 0 0 7 2 0 .015 0 0 0 -.001 8 3 0 .031 0 0 0 -.006 9 4 0 .047 0 0 0 -.013 10 5 0 .063 0 0 0 -.024 11 4 M2 1 .03 -.065 0 0 0 -.024 12 2 .03 -.04 0 0 0 -.008 13 3 .03 -.015 0 0 0 0 14 4 .03 .011 0 0 0 0 15 5 .03 .036 0 0 0 -.006 16 4 M1 1 0 -.002 0 0 0 0 17 2 0 .015 0 0 0 -.001 18 3 0 .031 0 0 0 ~06 19 4 0 .047 0 0 0 -.013 20 5 0 .063 0 0 0 -.024 21 4 M107 1 0 -.063 0 0 0 -.024 22 2 0 -.047 0 0 0 -.013 23 3 0 -.031 0 0 0 -.006 24 4 0 -.015 0 0 0 -001 25 5 0 .001 0 0 0 0 26 4 M106 1 .033 -.036 0 0 0 -.006 27 2 .033 -.01 1 0 0 0 0 28 3 .033 .015 0 0 0 0 29 4 .033 .04 0 0 0 -.008 30 5 .033 .065 0 0 0 -.024 31 4 M4 1 0 -.063 0 0 0 -.024 32 2 0 -.047 0 0 0 -.013 33 3 0 -.031 0 0 0 -.006 34 4 0 -.014 0 0 0 -.001 35 5 0 .002 0 0 0 0 36 4 M3 1 .029 -.036 0 0 0 -.006 37 2 .029 -.011 0 0 0 0 38 3 .029 .014 0 0 0 0 39 4 .029 .04 0 0 0 -.008 40 5 .029 .065 0 0 0 -.024 41 4 M94 1 .013 -.064 0 0 0 -.023 42 2 .013 -.039 0 0 0 -.007 43 3 .013 -.014 0 0 0 0 44 4 .013 .012 0 0 0 0 45 5 .013 .037 0 0 0 -.006 46 4 M93 1 .002 -.003 0 0 0 0 47 2 .002 .013 0 0 0 -.001 48 3 .002 .03 0 0 0 -.005 49 4 .002 .046 0 0 0 -.013 50 5 .002 .062 0 0 0 -.023 51 4 M83 1 .014 -064 0 0 0 -.023 52 2 .014 -.039 0 0 0 -.007 53 3 .014 -.014 0 0 0 0 54 4 .014 .012 0 0 0 0 55 5 .014 .037 0 0 0 -.007 56 4 M82 1 0 -.003 0 0 0 0 RISA-30 Version 8.0.0 [\ ... \ ... \ ... \ ... \ ... \230-09 -Staples Carlsbad\calc\sunnyboyrack.r3d] Page 6 Page: X7 Company : Orie2 Engineering Designer : DJF Job l\lumber : 480.230-09 ST Carlsbad Checked By: Member Section Forces fBv Combination) (Continued) LC Member Label Sec Axialfkl v Shearlkl z Shear .. Torauer...v-v Momentlk-ft z-z Momentfk-ftl 57 2 0 .013 0 0 0 0 58 3 0 .029 0 0 0 -.005 59 4 0 .046 0 0 0 -.012 60 5 0 .062 0 0 0 -.023 61 4 M96 1 .001 -.062 0 0 0 -.023 62 2 .001 -.046 0 0 0 -.012 63 3 .001 -.029 0 0 0 -.005 64 4 .001 -.013 0 0 0 -.001 65 5 .001 .003 0 0 0 0 66 4 M95 1 .013 -.037 0 0 0 -.006 67 2 .013 -.012 0 0 0 .001 68 3 .013 .014 0 0 0 0 69 4 .013 .039 0 0 0 -.007 70 5 .013 .064 0 0 0 -.023 71 4 M18 1 .011 -.064 0 0 0 -.023 72 2 .011 -.039 0 0 0 -.007 73 3 .011 -.013 0 0 0 0 74 4 .01 i .012 0 0 0 0 75 5 .011 .037 0 0 0 -.007 76 4 M17 i .001 -.003 0 0 0 0 77 2 .001 .013 0 0 0 0 78 3 .001 .029 0 0 0 -.005 79 4 .001 .045 0 0 0 -.012 80 5 .001 .062 0 0 0 -.023 81 4 M39 1 .013 -.064 0 0 0 -.023 82 2 .013 -.039 0 0 0 -.007 83 3 .013 -.013 0 0 0 0 84 4 .013 .012 0 0 0 0 85 5 .013 .037 0 0 0 -.007 86 4 M38 1 0 -.003 0 0 0 0 87 2 0 .013 0 0 0 0 88 3 0 .029 0 0 0 _____::,_005 89 4 0 .045 0 0 0 -.012 90 5 0 .062 0 0 0 -.023 91 4 M61 1 .013 -.064 0 0 0 -.023 92 2 .013 -.039 0 0 0 -.007 93 3 .013 -.013 0 0 0 0 94 4 .013 .012 0 0 0 0 95 5 .013 .037 0 0 0 -.007 96 4 M60 1 0 -.003 0 0 0 0 97 2 0 .013 0 0 0 0 98 3 0 .029 0 0 0 -.005 99 4 0 .045 0 0 0 -.012 100 5 0 .062 0 0 0 -.023 101 4 M72 1 .013 -.064 0 0 0 -.023 102 2 .013 -.039 0 0 0 -.007 103 3 ,0_13 -.013 0 0 0 0 104 4 .013 .012 0 0 0 0 105 5 .013 .037 0 0 0 -.007 106 4 M71 i 0 -.003 0 0 0 0 107 2 0 .013 0 0 0 0 108 3 0 .029 0 0 0 -.005 109 4 0 .045 0 0 0 -.012 110 5 0 .062 0 0 0 -.023 111 4 M50 1 .013 -.064 0 0 0 -.023 112 2 .013 -.039 0 0 0 -.007 113 3 .013 -.013 0 0 0 0 RISA-30 Version 8.0.0 [\ ... \ ... \ ... \ ... \ ... \230-09-Staples Carlsbad\calc\sunnyboyrack.r3d] Page? Page:X8 Company : Orie2 Engineering Designer : DJF Job !\lumber : 480.230-09 ST Carlsbad Checked By: Member Section Forces (By Combination) (Continued) LC Member Label Sec Axialrkl v Shearrkl z Shear ... Torauer. .. v-v Momentrk-ft :,z-z Momentrk-ftl 114 4 .013 .012 0 0 0 0 115 5 .013 .037 0 0 0 -.007 116 4 M49 1 0 -.003 0 0 0 0 117 2 0 .013 0 0 0 0 118 3 0 .029 0 0 0 -.005 119 4 0 .045 0 0 0 -.012 120 5 0 .062 0 0 0 ___::1123 121 4 M85 1 0 -.061 0 0 0 -.023 122 2 0 -.045 0 0 0 -.012 123 3 0 -.029 0 0 0 -.005 124 4 0 -.013 0 0 0 0 125 5 0 .003 0 0 0 0 126 4 M84 1 .014 -.037 0 0 0 -.007 127 2 .014 -.012 0 0 0 0 128 3 .014 .013 0 0 0 0 129 4 .014 .039 0 0 0 -.007 130 5 .014 .064 0 0 0 -.023 131 4 M20 1 .001 -.061 0 0 0 -.023 132 2 .001 -.045 0 0 0 -.012 133 3 .001 ·.029 0 0 0 -.005 134 4 .001 -.013 0 0 0 0 135 5 .001 .003 0 0 0 0 136 4 M19 1 .011 -.037 0 0 0 -.007 137 2 .011 -.012 0 0 0 .001 138 3 .011 .013 0 0 0 0 139 4 .011 .038 0 0 0 -.007 140 5 .011 .064 0 0 0 -.023 141 4 M74 1 0 -.061 0 0 0 -.023 142 2 0 -.045 0 0 0 -.012 143 3 0 -.029 0 0 0 -.005 144 4 0 -.013 0 0 0 0 145 5 0 .003 0 0 0 0 146 4 M73 1 .013 -.037 0 0 0 -.007 147 2 .013 -.012 0 0 0 0 148 3 .013 .013 0 0 0 0 149 4 .013 .038 0 0 0 -.007 150 5 .013 .064 0 0 0 -.023 151 4 M52 1 0 -.061 0 0 0 -.023 152 2_ 0 -.045 0 0 0 -.012 153 3 0 -.029 0 0 0 -.005 154 4 0 -.013 0 0 0 0 155 5 0 .003 0 0 0 0 156 4 M51 1 .013 -.037 0 0 0 -.007 157 2 .Of3 -.012 0 0 0 0 158 3 .013 .013 0 0 0 0 159 4 .013 .038 0 0 0 -.007 160 5 .013 .064 0 0 0 -.023 161 4 M63 1 0 -.061 0 0 0 -.023 162 2 0 -.045 0 0 Q_ -.012 163 3 0 -.029 0 0 0 -.005 164 4 0 -.013 0 0 0 0 165 5 0 .003 0 0 0 0 166 4 M62 1 .013 -.037 0 0 0 -.007 167 2 .013 -.012 0 0 0 0 168 3 .013 .013 0 0 0 0 169 4 .013 .038 0 0 0 -.007 170 5 .013 .064 0 0 0 -.023 RISA-30 Version 8.0.0 [\ ... \ ... \ ... \ ... \ ... \230-09-Staples Carlsbad\calc\sunnyboyrack.r3d] Page a Page:X9 Company : Orie2 Engineering Designer : DJF Job !\lumber : 480.230-09 ST Carlsbad Checked By: __ Member Section Forces (By Combination) <Continued} LC Member LabBI Sec Axialfkl 'LShe;;~rfkl z Shear ... Totaum ... v-v Momentfk-ft ;,~-z Momentfk-ftl 171 4 M41 1 0 -.061 0 0 0 -.023 172 2 0 -.045 0 0 0 -.012 173 3 0 -.029 0 0 0 -.005 174 4 0 -.013 0 0 0 0 175 5 0 .003 0 0 0 0 176 4 M40 1 .Oi3 -.037 0 0 0 -.007 177 2 .013 -.012 0 0 0 0 178 3 .013 .013 0 0 0 0 179 4 .013 .038 0 0 0 -.007 180 5 .013 .064 0 0 0 -.023 Max Moment = 0.024k-' x 12 x 1000 = 288#-" Max Allow Moment = 5070 #-" M/Mallow = 0.06 < 1.0 OKAY RISA-30 Version 8.0.0 [\ ... \ ... \ ... \ ... \ ... \230-09-Staples Carlsbad\calc\sunnyboyrack.r3d] Page 9 April 20, 2009 To Whom It May Concern: TEAM SOLAR INC. hereby authorizes Joe Jazdzewski, to act as our agent for purposes of obtaining permits and other permit I inspection related issues. California Contractors License#: 781578 Classes: B, C-46, C-10 Expiration Date: 7/3112009 Status: Active Contractors Bonding Company: International Fidelity Insurance Company Bond#: 0428838 Amount: $12,500.00 Worker's Compensation Company: Commerce And Industry Insurance Company Policy#: WC 1590576 Expiration Date: 12/3112009 TEAM SOLAR INC. thanks you for your ongoing cooperation and assistance .. It is only through the combined cooperative efforts of everyone involved that we may forge ahead in our endeavor to provide clean energy for our community. 916.925.8326 teamsolarinc.com 5013 Roberts Ave. Suite B N\cCiellan CA 95652 fax 916.925.8328 CA License #781578 Check a License or Home Improvement Salesperson (HIS) Registration -Contractors Stat... Page 1 of 2 Contractor's license Detail -license# 781578 DISCLAIMER: A license status check provides information taken from the CSLB license database. Before relying on this information, you should be aware of the following limitations. CSLB complaint disclosure is restricted by law (S~P_L1_2:L9). If this entity is subject to public complaint disclosure, a link for complaint disclosure will appear below. Click on the link or button to obtain complaint and/or legal action information. ··>> Per S~PJQ?jJ]. only construction related civil judgments reported to the CSLB are disclosed. Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. Due to workload, there may be relevant information that has not yet been entered onto the Board's license database. License Number: Business Information: Entity: Issue Date: Expire Date: License Status: Classifications: 781578 TEAM -SOLAR INC 5013 ROBERTS AVENUE SACRAMENTO, CA 95652 Business Phone Number: (916) 925-8326 Corporation 07/14/2000 07/31/2010 Extract Date: 08/03/2009 This license is current and active. All information below should be reviewed. B GENERAL BUILDING CONTRACTOR C46 S.OLbB This license filed Contractor's Bond number 0428838 in the amount of $12,500 with the bonding company INTERNATIONAL FIDELITYINSUEANCE COMPANY. Effective Date: 01/01/2007 1. This license filed Bond of Qualifying Individual number 0450098 for GARY JAMES LAVEZZO in the amount of $12,500 with the bonding company INTE8N8IIONAL FJ.O.f::L..ITY.INSURANCE COMPANY. Bonding: Effective Date: 06/04/2007 2. This license filed Bond of Qualifying Individual number 0450099 for RICHARD WILLIAM LAVEZZO in the amount of $12,500 with the bonding company INTERNATIONAL FIPELITYJNSURANCf:: cOMPA.NY. Effective Date: 06/04/2007 3. This license filed Bond of Qualifying Individual number 0438067 for MATHEW JAMES RICCI in the amount of $12,500 with the bonding company INJEBNAJ]QNALFJQELITYJNSUHANCE. CQMPAI\lY. Effective Date: 03/30/2007 This license has workers compensation insurance with the https://www2.cslb.ca.gov/OnlineServices/CheckLicense/LicenseDetail.asp 08/03/2009 Check a License or Home Improvement Salesperson (HIS) Registration -Contractors Stat... Page 2 of 2 CQlYLMERCE_bJ':!OJNDUSIBYJNSLJRAN{:E CQMRANY Policy Number: WC1590576 Workers' Compensation: Effective Date: 12/31/2008 Expire Date: 12/31/2009 Condiliolls of.Use 1 PrivacyPolicy Copyright© 2009 State of California https :/ /www2. cslb. ca. gov /OnlineServices/CheckLicense/LicenseDetail. asp 08/03/2009 CB090983 2712 LOKERAVWEST STAPLES-INSTALL PV SOLAR ON ROOF Approved Building Planning Engineering Fire vn.a..e~ F.O.G. HazMat APCD Health FormsjFees Sent CFD Fire FOG HazMat;APCD Health PFF PE&M School Sewer Stormwater ' Comments Date Building ::~I Planning Engineering Fire Need? Application Complete? Fees Complete? Date 7/aoJoq ~/~-oq n/a 7/fBt /0'1 / Rec'd Date Date • B ~. ~ 1n ~ Due? y y y y y y y y y y y y I N N N N N N N N N N N N D By:; By:t .-