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Home My WebLink About2282 FARADAY AVE; ; CB080822; PermitCity of Carlsbad 1635 Faraday Av Carlsbad1 CA 92008 08-15-2008 Commercial/Industrial Permit,.. Permit No: CB080822 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2282 FARADAY AV CBAD Tl Sub Type: Lot#: Status: Valuation: 2120614600 $31,040.00 Construction Type: INDUST 0 NEW Applied: Occupancy Group: Reference #: Entered By: Project Title: ISIS: CONSTRUCT EQUIP PLATFORM ABOVE EXISTING STRUCTURE, 1000 SF Plan Apprqved: Issued: Applicant: ISIS PHARMACEUTICALS 1896 RUTHERFORD CT CARLSBAD CA 92008 760-931-9200 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $277.17 . $0.00 $180.16 $0.00 $0.00. $6.52 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Inspect Area: Plan Check#: Owner: BMR-2282 FARADAY AVENUE LLC C/O PARADIGM TAX GROUP 3645 RUFFIN RD #310 SAN DIEGO CA 92123 Meter Size Add'I Reel. Water Con. Fee Meter Fee · SDCWA Fee CFO 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 05/02/2008 KG 08/15/2008 08/15/2008 Total Fees: $463.85 Total Payments To Date: $463.85 Balance Due: $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 ?? $463.85 $0.00 BUILDING PLANS eA e~~--tt~--~ S(.J1v('\ I\ Inspector:~ - FINAL APF?RQVAL Date: 5i ~/2.:; -ATTACHED 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 fee~iexactions. 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 ii1forrnation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bsr 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 ;md 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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 I 2718 / 2719 Fax: 760-602-8558 Building Permit Application J~. ~9-,~s < t,-r/,,,o -,f,,,, ·P,}r(2jl ,0 CT/PROJECT# LOT# PHASE# # OF UNITS # BE0RO0MS DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) tONt;ne-v, en ol\l !>rN ~u, PKU, Est. Value Plan Ck. Deposit Date ' -.2-& SUITE#/SPACE#/UNIT# AP~z.., 2-. -t)t; I - #BATHROOMS TENANT BUSINESS NAME :TS/S EXISTING USE PROPOSED USE . GARAGE (SF) FIREPLACE AIR C0NDITIONING FIRE SPRINKLERS YES D #_ NO D YES D NOD YES D NO 0 ADDRESS h~ · 010 vr-rv,(tJ"CJ P~ EMAIL ARCH/DESIGNER NAME & ADDRESS (Sec. 7031.5 Business and Professions Code: Any City or CountY, whi ficensed J)unuant to the provisions of the Contractor's license Law Section 7031.5 by any applicant for a .permit subjects the applicant FAX STATELIC. # 'STATE LIC.# Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the fol/owing declarations: ZIP -) ~ FAX CLASS /3 CITYBUS.Llz. bb IS-- 0 I have and will maintain a certificate of consenno 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, 0 I have and wlll maintain workers' compensatio s requ·red by Section 3700 of the Labor Code, for the performance of-the work for which this permit is issued. My workers' compensaU..Jn~~ce carrier and policy number are: Insurance Co., __ _,.,=\!-'..._+..:=-'--"""-----------Policy No. svz WeG I J 4 1 -S'O Expiration Date_~_'-'O'?c...,_c,__ ____ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of C~lifornia. WARNING: Failure to secure Y/ r ers' compensation coverage s nlawful, 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, da 1a1 s as provided for In S ction 3 of the Lab code I erest and attorney's fees. , CONTRACTOR SIGNATURE DATE /,', ,~ ' I hereby affirm that I am exempt from Contractqr's Ucense Law for the following reason: O I, as owner of the property or my employees' with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or'improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement rs 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 ~ontractor's License taw). 0 I am exempt under Section ____ Business and Profiissions Code for this·reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes O 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/ phone/ 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/ phone/ type of work): Ji5 PROPERTY OWNER SIGNATURE DATE '.;,,,,,,,, .. .. .. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration-form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes O No · Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Yes O No Is the faci)ity to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes O No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I certify that I have read the appllcatlon and state that the above information Is correct and that the information 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 SA VE, 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 OFTHE GRANTING OF THIS PERMIT. OSHA: An OSHA peJJTiit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Bui! ·,;g Official under th~ provisions of this Code shall expire by limitation and become null and void if the building or wort< authorized by such peJJTiit is not commenced within 180 days from the date of such peJJTiit r if 'J'1'l or w authorized b such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 UnifoJJTI Building Code). Ji5APPLICANT'SSIGNATU 'if' i . DATE '3 ~ ,.,()1) r . Ditv oi Carlsbad . Final Building Inspection Dept: Building Engineering Planning CMWD St Lite (~ Plan Check #: Permit#: Project Name: CB080822 ISIS: CONSTRUCT EQUIP PLATFORM ABOVE EXISTING STRUCTURE, 1000 SF Address: 2282 FARADAY AV Contact Person: GREG Phone: 3145746963 Sewer Dist: CA Water Dist: CA Date: 04/09/2009 Permit Type: Tl Sub Type: INDUST Lot: 0 ·······"·················································································································································· Inspected o/~?, Date 1-~-/41. ~ By: Inspected: Approved: Disapproved: __ /I Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ................................................................................................................. , ......................................... , Comments: ______________________________ _ City of Carlsbad Bldg Inspection Request For: 05/06/2009 Per~ Inspector Assignment: PD Title: ISIS: CONSTRUCT EQUIP PLATFORM Description: ABOVE EXISTING STRUCTURE, 1000 SF Type:TI Job Address: Sub Type: INDUST 2282 FARADAY AV Phone: 6197086363 Inspector. -/2-Suite: Lot: 0 Location: ONTRACTOR CRB PARTNERS Owner: BMR-2282 FARADAY AVENUE LLC Remarks: Total Time: Requested By: RONNIE Entered By: CHRISTINE CD Description Act Comments 19 Final Structural /)fl_ 29 Final Plumbing += 39 Final Electrical 49 Final Mechanical Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR02200 ISSUED ISIS PHARMACEUTICALS; INTERIOR REMODEL, TRANSMITTAL DATED 7/15/02 PCR02223 ISSUED ISIS PHARMACUTICALS; STRUCTURAL REVISIONS PCR02246 ISSUED ISIS PHARM-AS-BUILT REVISIONS; AS PER DELTA 6 PCR02247 ISSUED ISIS PHARM-STRUCTURAL REVISION; AS PER DELTA 3 PCR08064 ISSUED ISIS-REGRADE TO ACCOMMODATE; CONTAINMENT OF FOAM DISCHARGE AND D PCR08105 PENDING ISIS: DEFERR:DETAILS ON ATTACH; MENT OF SCRUBBER TO PLATFORM PCR08106 ISSUED ISIS: REVISE TANK PAD; PCR08111 ISSUED ISIS-CMU FOUNDATION CHANGE; PAGES Sl.0, Sl.l,S2.l PCR08113 ISSUED ISIS: REVISION OF PAVED AREA; TO ACCOMODATE FIRE PROTECTION EQUIP. & R PCR08120 ISSUED ISIS-CHANGE FRAMING AJ ACCESS; OPENINGS PCR08130 ISSUED ISIS-INTERIOR DOOR CHANGES&; EXTENDING REVISIONS IN TO AREA LAB #166 ( PCR99184 ISSUED ISIS PHARMCEUTICALS; ELECTRIC REVISIONS Inspection History Date Description Act lnsp Comments 04/09/2009 89 Final Combo PA· TP FOR USE ONLY Inspection List Permit#: CB080822 Date Inspection Item 05/06/2009 89 Final Combo 05/06/2009 89 Final Combo 04/09/2009 89 Final Combo 04/09/2009 89 Final Combo 03/20/2009 34 Rough Electric 03/18/2009 34 Rough Electric Wednesday, May 06, 2009 Type: Tl INDUST lnsp~~-~~r Act RI TP AP RI TP PA TP AP RI ISIS: CONSTRUCT EQUIP PLATFORM ABOVE EXISTING STRUCTURE, 100~ SF Comments -- FOR USE ONLY Page 1 of 1 CONSTRU·CTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAo: ·sum 115 I ESCONDIDO, CA 92026 I 760.746.4955 I FAX 760.746.9806 FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING May 6, 2009 City Of-Carlsbad Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 CTE Job No. l0-9348G SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFOfil{[E}? UNDER PERMIT NUMBERS: . /~ ~d, . r ," CB073114 & CB080822 ADDRESS: 2282 Faraday Avenue Director of Building Inspection: I declare under penalty of perjury that, to the best of my knowledge, all of the work requiring special inspection and materials sampling of reinforced concrete, reinforced masonry, field welding, high strength bolting, high strength grouting of column base plates, and epoxy installation has been completed. The inspected work for the structure/s constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code executed on this sixth day of May 2009. tom Gaeto State of California Registration Number: 40182 Expiration Date: 9/30/10 SAN DIE.GO I ESCONDJDO I. RIVERS)DE I VENTURA I MERCED I _TRACY I SACRAMENTO I PALM SPRINGS I PHOENIX GEOTECHNICAL I ENVIR.ONMENTAL f CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING ·, EsGil Corporation In (J!artnersliip witli (}overnment for <Bui{tfing Safety DATE: 7/18/08 D~ANT ~ JURISDICTION: City of-Carlsbad PLAN CHECK NO.: 080822 PROJECT ADDRESS: 2282 Faraday SET: III D PLAN REVIEWER D FILE PROJECT NAME: Isis Pharmaceuticals-Equipment Platform D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: . Mail Telephone Fax In Person ~ REMARKS: Please attached portion of the soil engineer's leP} i I set. (at building department) (See S1 .0) ~ By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/14 \ 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 / EsGil Corporation In (J!artnersli.ip witli. <]overnment for (}3ui{aing Safety DATE: 6/20/08 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 080822 PROJECT ADDRESS: 2282 Faraday SET: II PROJECT NAME: Isis Pharmaceuticals-Equipment Platform ~NT ~ D PLAN REVIEWER D FILE 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. ~ 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. IX! The applicant's copy of the check list has been sent to: Leaf Blevins 7090 Camino Pacheco San Diego, CA 92111 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Le~f Blevine Telephone#: 619-944-4107 Date contacted:~/z,$/OY'(by;/../.lfJ) Fax #: 858-496-0446 Maii/ Telephone FaxV In Person D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB ~ EJ D PC 6/12 -9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 080822 6/20/08 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2282 Faraday DATE PLAN RECEIVED BY ESGIL CORPORATION: 6/12 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 080822 SET: II DATE RECHECK COMPLETED: 6/20/08 This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuatiop and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo City of Carlsbad 080822 6/'20/08 Please make all corrections, as requested in the correction list. Submit three new complete 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 of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (see page 18 of the soil report). The soil engineer's letter (see attached} shows discrepancies and should be revised. CONSTRUCTION TESTING & ENGINEERING, INC. June 1, 2008 Mr. Leaf Blevins SAN DIEGO, CA 1441 Montiel Rd. Suite 115 E.scondldo, CA 92026 (760) 746-495.~ (760) 746-9806 FAX 7090 Camino Pacheco San Diego, California 92111 Telephone: 619.944.4107 SAN DIEGO, r.A RIVERSIDE, CA 124East30th St 14538 Meridian Pkwy Suites B and C Suite A National City, CA 91050 Rivernide, CA 92518 (610) 649-4000 (951) 571-4081 (610) 649-4039 FAX (051) 571-4188 FAX VENTURA, CA 164..1 Par.lfir. Ave. Suit• 107 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX TilACY, CA 242 W. Larch Rd. Suite F Tracy, CA 95304 (209) 839-2800 (209) 839-2895 FAX SACRAMENTO, CA N. PALM SPRINGS, r,,1 MERCED, CA 3620 Mad~on Ave. 10020 Indian Ave. 3058 Bear.hwond Or. Suite 22 Sutte 2-K Merr.ad, CA 95348 N. Highlands, CA 956li0 N Palm Springs, r.A 92258 (20!!) 388-9933 (916)331-6030 (760) 329-4677 (20!!) 388-9939 FAX (916) 331-6037 FAX (71iO) 320-4896 FAX CTE Job No. 10-9348G Via Facsimile: 858.496.0446 Subject: Review offouripation Plan Sheets Sl.0, Sl.l, S2.l, S2.2, & S3.l for Proposed Chemical Tank Pads Reference: Mr. Blevins: 22s·2 Faraday Avenue Carlsbad, California Prepared by Devine Engineering, Inc., dated May 27, 2008 Preliminary Geoteclmical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue Carlsbad, California CTE Job No.: 10-9348G, dated January 23, 2008 At your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the referenced plan sheets for the subject project. The object of our review was to identify potential conflicts with the recommendations presented in our referenced geotechnical report. It is our conclusion that the reviewed foundation plan she_ets are in general conformance with recommendations presented in our referenced soils report. However,-the following comments or discrepancies are noted and should be rectified prior to issuance of the final approved drawings, as necessary: 1. Sheet Sl.0, Section 3. Foundation, Note 1: The note should read: "The allowable soil bearing pressure is 2,500 psf for footings at a minimum depth of 2,500 psf for footings embedded a minimum of 18. The allowable bearing value may be increased by 250 psf for each additional six inches of embedment or width, up to a maximum value 0f 3,000 psf." The correct date of our report should also be, as referenced above, January 23, 2008. 2. Sheet S 1.0, Section 3. Foundation, Note 2: The note indicates that footings shall have a minimum embedment of 24 inches. This is acceptable for geotechnical purposes; however, the referenced soils report only requires a minimum embedment of 18 inches. Typically, we would not note this discrepancy; however, Sheet Sl.1, Detail 3 indicates minimum 1'-6" embedment for the Pipe Column to Spread Footing. This l '-6" ernbedment also appears adequate far geatechnica] GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING . . Review of Foundation Plan Sheets Sl.O, Sl.1, S2.1, S2.2, & S3.l for Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California June 1 2008 Page2 CTE Job No.: 10-9348G purposes; however, the minor inconsistency on the plans could cause issues during construction and/or insp~ction. . .. We appreciate the opportunity to be of service on this project. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. ~~ ~ Dan T. Math, GE# 2665 Principal Engineer ,, ,, \\Esc _server\projects\ l 0-9348O\Ltr _Foundation Rev .doc EsGil Corporation In f.Partnersli.ip witli. government for (J3ui[rfing Safety DATE: 5/14/08 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 080822 PROJECT ADDRESS: 2282 Faraday SET:I PROJECT NAME: Isis Pharmaceuticals-Equipment Platform D CANT - A REVIEWER D FILE 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. l8:] 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. l8J The applicant's copy of the check list has been sent to: Leaf Blevins 7090 Camino Pacheco San Diego, CA 92111 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. l8J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Leaf Blevine Telephone#: 619-944-4107 Date contacted: Sf N( t, !-(by: {-A 19 Fax #: 858-496-0446 Mail.,,--Telephone D REMARKS: By: David Yao Fax v In Person Esgil Corporation D GA D MB [gJ EJ D PC Enclosures: 5/6 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 __ __J City of Carlsbad 080822 5/14/08 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 080822 OCCUPANCY: S-1 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW C0MPLETED:5/14/08 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: platform ACTUAL AREA: -1000 sf STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/6 PLAN REVIEWER: David Yao 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 disabled. 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 regulations. 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. City of Carlsbad 080822 5/14/08 Please make all corrections, as requested in the correction list. Submit three new complete 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 of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. • FOUNDATION 2. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been · determined that the recommendations in the soil report are properly incorporated into the plans (see page 18 of the soil report). 3. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The foundation excavations comply with the intent of the soils report." • STRUCTURAL ORDINARY CONCENTRICALLY BRACED FRAMES PROVIDE CALCULATION AND/OR RESPONSE TO SHOW THE BRACING MEMBER COMPLY WITH THE FOLLOWING REQUIREMENTS. 4. Maximum slenderness ratio for bracing members. The Kllrfor bracing members should not exceed 4 ~E!Fy. [AISC-Seismic (2005), Part I, Section 14.2] City of Carlsbad 080822 5/14/08 5. Width-Thickness Limitations. The width-thickness ratio of braces and columns shall meet the requirements of Section 8.2b. AISC-Seismic (2005), Part I, Section 14.1. 6. Design forces for bracing connections. Bracing connections should have the strength to resist the lesser of the following: [AISC-Seismic (2005), Part I, Section 14.4] i) RyFyAg (nominal axial tensile strength of the bracing members) ii) The maximum force that can be developed by the system. iii) A load effect based upon using the amplified seismic load. 7. Page 5 and 10 of the calculation shows braced frame with one diagonal member. The plan appears to not show these braced framed. (x-bracing ?) 8. The height of the braced frame (1/S3.1, 2/S3.1) shall be clearly identified on the detail or on the framing plan. 9. Provide connection details for the braced frame (3/S3.1, 4/S3.1) are adequate to transfer the proper load. 10. Page 20 of the calculation shows the cantilever columns support the catwalk. The plan appears to not clearly shown the column size. Please clarify. 11. The typical tube columns size support the main beams appear to not clearly shown on the framing plan. How the new tube columns were bean supported? Please clarify on the plan. Please clarify with calculation to justify column size and its support. 12. Page 40 of the calculation shows BM10 is C12x20.7. Sheet S2.2 of the plan shows MC12x10.6. Please check. 13. Page 42 of the calculation shows BM11 is W12x22. Sheet S2.2 shows C12x30. Please check. 14. Provide calculation to show two 5" pipe columns at edge of the platform is adequate. (include the base plate and anchor bolt) • ADDITIONAL 15. Please refer to the following corrections for mechanical items. 16. 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, calculation page, etc. City of Carlsbad 080822 5/14/08 17. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 18. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1. The electrical is minor revision to existing equipment and is approved as submitted. PLUMBING (2006 UNIFORM PLUMBING CODE) 2. No plumbing submitted or required. MECHANICAL (2006 UNIFORM MECHANICAL CODE) 3. The exhaust fan has been rerouted and the termination location revised. Describe the materials transported in the exhaust system: It appears that the exhaust has been directionally located towards the mechanical yard which appears to have the ability to trap heavier than air vapors. 4. Detail the distance from the roof located intake and the exhaust fan termination (and) hood termination. 5. How does the "hood" termination and the hinged fiberglass access door work? Is the hood termination above the grate or under it? City of Carlsbad 080822 5/14/08 6. Include a Note under "Deferred Submittals" (Title Sheet) that the equipment shown on S2.2 is not included under this permit. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. -, City of Carlsbad 080822 5/14/08 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2282 Faraday PLAN CHECK NO.: 080822 DATE: 5/14/08 BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. equipment platform 1000 31.04 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Plan Check Fee by Ordinance·----__ ·3 Type of Review: 0 Complete Review D Structural Only D Repetitive Fee 3 Re_peats Comments: D Other D Hourly ._ ___ ____.I Hour * Esgil Plan Review Fee ($) 31,040 31,040 $277.171 $180. 161 $155.221 Sheet 1 of 1 macvalue.doc City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: .~MoP2 PLANcHEcK No.: su1Lo1r¼k.ss: 22fb2-F~PAY A\/ CB 08 ,ff".2.-2, PROJECT DESCRIPTION: 1\ ( \?0. V \f MeA, ft...~FO/e.M ) ASSESSOR'S PARCEL NUMBER: :21 ~--O{R f -if.-6 EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review C?refully all comments attached, as failure to comply with instructions -in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please s~e attached report of deficiencies marked wi D Make necessary corrections to plans or specifica ions for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:--------Date: By:--------Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Grading Permit Application 0 Grading Submittal Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet D Storm Water Compliance Forms Date: (p I~ {) ~ ENGINEERING DEPT. CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: 1635 Faraday Avenue e Carlsbad, CA 92008-7314 • (760) 602-2720 e FAX (760) 602-8562 @ BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets 8. Existing & Proposed Structures G. Driveway widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service @ ~ 2. Show on site plan: D A. Drainage Patterns -how vJ°d\ .,-tr--wctU.ve tA.v-ti\lV\ f 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining ~treet or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." 8. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address 8. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, ·etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION 2 Rev, 7/14/00 BUILDING PLANCHECK CHECKLIST 1 sr 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _______________________ _ D D D 4b. All conditions are in compliance. Date: _________ _ D D D D D D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a V(?lue at or exceeding $ 17,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: _______________ --_-_-_- Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and _ submit with a title report. All easement documents must be approved and signed by owner(s) prior to·-issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:____________ Date: ___ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: ____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvernent plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the Rev. 7/14/00 D D D D D D D D D D D D D D D D D D BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail. or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ---- 6b. Construction of the public improvements may be ·deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $430 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. · Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. · Please return agreement signed and notarized to the Engineering Department. · --- Neighborhood Improvement Agreement completed by: Date: - 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.01 O of the Municipal Code. 7a. Inadequate informa.tion available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval o~tained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: ---------- 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 4 Rev, 7/14/00 .. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD D D D 7d .No Grading Permit required. D D D 7e. If grading is not required, write "No Grading" on plot plan. D D D D D D D D D D D D D MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Car_lsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if yottr business enterprise is on the EWA Exempt List.· You may' telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT 10. Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 0 -STORM WATER COMPLIANCE D · 1 0a. D Requires Project Storm Water Permit): # PSP D Tier I/Tier II (Requires SWPPP) -Please complete attached forms D Exempt -Please complete attached exemption form 11. D Required fees are attached D No fees' required Rev. 7/14/00 D D . D D D D BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwell_ing units receive "standard" 1" service with 5/8" service. • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2",_ suggest the installation of multiple 2" services as needed to provide the anticipa1:ed demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. Th§. developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1 +00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) 6 Rev. 7/14/00 D D D • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In gene.ral, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water BUILDING PLANCHECK CHECKLIST service boundary, the ·city intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the _ developmE?.oL Fos subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacify Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: L.,.....,. ~ W!, +1rr &1 ~vt yV\? 7 Rev, 7/14/00 1, >, >, _., _., ,;i; N 'JI; ~ u ~ ~ (.) <ll 1 .<:: .s: (.) (J (J &DD .£1 DD p(oo PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 09) ~ O'eJa,;}-Address'd'. ~ &' d: FU a.d ~ Phon~(760Y02-4624 Planner Chris Sexton APN: 'd'.f 'J. -b (.a {-LJ-Ci Type of Project & Use:_T-'-=L~-----Net Project Density: _____ ...:D:::..;U=/.._A=C'--_ ZoningC.-fY) General Plan: PT Facilities Management Zone: _,_,5"'--- CFD (in/out) #_Date of participation: ____ Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit:. ____________________ ) Legend: ~ Item Complete@tem Incomplete -Needs your action· Environmental Review Required: YES __ NO -./TYPE ___ _ DATE OF COMPLETION: ________ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES __ NOL TYPE ___ _ APPROVAURESO. ~JO. ______ DATE __ _ PROJECT NO. ________ _ OTHER RELATED CASES: __________________ _ Compliance with .conditions or approval? If not, state conditions which require action. Conditions of Approval: _______________________ _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NO r/ CA Coastal Commission Authority? YES __ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, _San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES __ NO _d. If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A,P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES NO/ ( Effactive date of lnclusionai-y Housing Ordinance -Llay 21, 1993.) Data Entry Completed? YES ___ NO ______ _ (AP. Os, Activity ~;laintenance. ,911ter CB 1 :cc!tar Screens, Housing Fees, Construct Housing Y. N, Enter Fee, UPD/-\TE!) H:'ADMl~f,COUNTER' BldoPl~,;h:,Po•,G/-klst noo ~DD ~DD ¢00 Site Plan: Provide a fully dimensional site plan dra'.1,n to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topcgraphical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES ___ no. 'I-... 2. Project complies YES __ NO __ _ Zoning: 1. Setbacks: Front: R,3quired ______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown _____ _ Rear: Required Shown _____ _ Top of slope: Required Shown _____ _ 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Interior Side: Required Shown _____ _ Street Side: Required Shown _____ _ Rear: Required Shown _____ _ Structure separation: Required Shown _____ _ 3. Lot Coverage: Requirecl ______ Shown _____ _ 4. Height: Required ______ Shown _____ _ OK TO ISSUE A~JD HlTERED APPROW\L IJ'-ITO cor,IPUTER ------DATE ____ _ · IJ~ 1/;i,~ f/tr(~K Rev 3.GC Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 05-06-2008 Name: Address: Permit #: CB080822 ISIS PHARMACEUTICALS 1896 RUTHERFORD CT CARLSBAD CA 92008 Job Name: ISIS: CONSTRUCT EQUIP PLATFORM Job Address: 2282 FARADAY AV CBAD BlULDING DEP'T0 COPY Reviewed by: -----1!4~. ~~v .~~~~~~~~-t~em~o~u~h:a~ve submitted for review is incomplete. At this time, this office cannot adequately conduct a review to e e ine 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: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 05/06/2008 By: GR Action: AP .... (1 ,- " I 1'-'-- -· -• -1 . ,. ur " ', • <;) . \ -_ r _) Bt.-EVIN~ CUBEO ARCHl~ECTS ( . ~ ', \ i ,, r .~ ·-\ .. -_ \ I \ I ; '/ Friday; July 11, 2008 - ) Mr., David Y~o · Plan Reviewer Esgil Corporati0n ·a,o. Mr. Mite Peterson BL!ilding Departme._nt P'lans Examiner <tity of Carlsbad, California ", l . ' 'f a \ _I ~ ~ ,,.,. ...._., --- I_ R~: 2282 Faraday, Isis Equipmen\1 Platform~ . P1~n Check No. 080822, 2282 Faraday, Set fl \ r-' ' ' \ " -'1,,a Dea·r Mr. Peterson: ) ' -. ( \. I -' , / • --_)_,. ,_ 1 i-( .. ,. .. Attach~d, you sho~ld fi1d ~he follQWi~ 1 g documents submitted f~r plan revi~w: _ 1. An annotated ¢opy of the EsSil review comments.-,' ' ', I -2. A revised 1etter from the soils engineeri as,requ~sted in youl c;:omments. - -Resp~ctfully, . -. _., . '. ;;I . :1 Leaford. L. -SJevins · ? Partner 1 Blevins CUBED Architects - /-" \ , ._ I 'NORTH· 'CCIUNTY OF'F'ICE -. 1 255 PHILLIPS STREET<. -q VISTA, CA~ 920B3 -.. --..... -·-- t It • I '( ' ', ·. (' .. ,- J_ -4 I ,. , I SAN 01El3C CIF'FICE 9921 CARMEL Mcu__;TAIN RcA.i:, #291 SAN 01El3CI, CA. 92 1 1 1 ---.--;;. . . -_ --- , . 1! .,. ( .. ,, .· Es Gil Corporation In (j>,,rtner.diip witfi qr:n-emment for !Buifairzg Safety DATE: 6/20/08 JURISDICTJON: City of Carlsbad PLAN CHECK NO.: 080822 PROJECT ADDRESS: 2282 Faraday SET: II PROJECT NAME: Isis Pharmaceuticals-Equipment Platform . __ :e;i t-Pf:~!~f:\N.T. .. " ~ JURIS. 0 PLAN REVlEVVER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ,-1 L_J lhe plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies i~entified 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 b~ corrected 2111d resubmitted for a complete recheck. ~ 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. [Z] The applicant's copy of the check list has been sent to: Leaf Blevins 7090 Camino Pacheco San Diego, CA 92111 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. l2J Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Leaf Blevine Date contacted: r;/2-::i/o /,,.(by,;JJ.6 Man/ Telephone FaxV: kl Person D REMARKS: ,, By: David Yao Esgil Corporation 0 GA D ivlB ~ EJ O PC Telephone#: 619-944-4107 Fax #: 858-496-0446 Enclosures: 6/12 9320 Clwsupcakc Dri\ e_ Suiic 20~ + Sun Diego. California 92123 + ( 658) 560-1%1:: + F:n: l35\) 560-1576 City of Carlsbad 080822 6/20/08 RECHECK CORRECTION UST JURISDICTION: City of Carlsbad I PROJECT ADDRESS: 2282 Faraday I il1DATE PLAN RECEIVED BY ESGIL CORPORATION: 6l12 REVIEWED BY: David Yao FOREWORD {PLEASE READ): PLAN CHECK NO.: 080822 SET: II DATE RECHECK COMPLETED: 6/20/08 This plan review is limited to the technical requirements contained in the Building Code, Plumbi11g Code, rviechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and dfsabled access. Thfs plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction· on this sheet has been made and return this sheet with the revised plans .. · · ,, . B. The following items have ·not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed · those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo ,, I I I 1! ,, City of Carlsbad 080822 6/20/08 Please make all corrections, as requested in the correction list. Submit three new complete 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 of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Provide a letter from -the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (see page 18 of the soil report). ~~~h~ soil engineer's letter {see attached} shows discrepancies anc;I_ $hould be r r,ev,sed: ,, CONSTRUCTION TESTING & ENGINEERING, INC. sm :;;rnn. r.;. S.-t'J Oll:3G CA l~-~i ~1"'t~ ~· B:: ~21 Ea•.t 1Ctr. St ::.5,j,g ~v'?P~ ·n p,,:.,....i ~~!.) =-"1: '.: !-.,.:; i,12 "N t:-:-,:. .. ~~ S1sl<;if') S11rt11:;2;dt $1.;t'!,\ S,·:..=>•-;; S·.t:?f ::;-l:!: ?.7 3•,>!~ z.,,;_ t 1 •·#Rti "~Y-~ •: E~:::r;~.d,r:o :::.t ~Z'::S \',,t'1>r-~l C~{. r,A·Ql~-) e•,t'lr. !h, t':A !KS'A CJu:, .. ~ )."'}-"'..;.3 ~~ ... Jy, ~i. 153:'+ ;_ r<;M•n,'·, '}\ !:i:':::r,,,• !-. r,·:--s:vr!";,CA r.:2~fl: {2f'.1};r.;:;..J:13:; {76!"!; 741)--!r:5.1 a in;;) f~!}u,!(l'(l ff~!,= 57i¥,1;161 !(!'.:.: .!~fy,~.l:!: {2':ft} r.J.~ 7ft{1 ~~1,;~ ;;:.i~r.c-; (;f: J:;:1-~:n; i£f'!n3~-£=X!J :=·.i Ffi~;l.!f,J&~ f'A,'< {1'9)5'1CJ,<!OO~ FA.{ W51}571u-!,Af3 fi\X {t"":\ ~t-.1:;rn •J,,,< {2P'.J":?..'!:}2r'i~ f.l:< ~M': ~:i I Ef:'l7 r.r,.".. Cfl'! ;'i:',~-tf';t'6 F.'.::< June 1, 2008 CTE .lob '\:o. l 0-934-xG Mr. Leaf Blevins 7090 Camino Pacheco San Diego, California 92111 Telephone: 619.944.4107 Via Facsimile:: 858.496.0-1.46 Subject: R::ference; f\.fr. 13levins: Review of Fouri\lation Plan Shtets S 1.0. S l .1. S:2.1, S2.:2. & S3. l. for Prop0sed Chemical Tank P2.d.s 228°.2 Faraday A venue Cadsbad. California Prepared by Devine Engineering. Ioc., dated i\-fay 27, 2008 Prclimi:ury GeotechnicaI lirrestigatio;1 Proposd Chernkal Tank PaJs 228:2· hmday :\ venue Cp.rlsbad, Cali ti.Yrn~:1 CTE Job No.: 10-93480, dated Janua:·:, :J. 200R At your retpest, Construction 1 esting & .Engineering. fnc. (CT[) has rcYiC\\ ed the referenced plan sheets fo:-the s~1bject prrject. The object of our revk:'\\. ,Yas to idcnri /~· potential conflins with the recommendations presented in our referenced geotechnical report. r .. is our conc1w:;ion tb.1t the rcvie,,vc:-d foundado:-i p1an sheets arc in general conformance \Vith recommendations presented in 0~1rreferenced soi is report. However, the following comments or discrepancies are noted and should be rectified prior to issuance of the fit:al approved drawings, as necessary: l. Shed S 1.0, Section 3. Foundalion. ?\otf l: The nok· should read: ··The alkrwahic :-:oil bcari ng: pressure is 2.500 psf for footings at a mir~i:rnim depth of '.2.500 psr for footini:_':s ern.hedclecl a minimum of 18. The allowable benring value may be increased by 250 psf for e::;.ch additional six inches of embedment or width, up to a ma,\imuo value of 3,000 psr'' The s:o:-rect da:e of om report should also be. as referenced above, .January 21. 2008. 2. Sheet S 1.0, Section 3. farnndation, Note 2: The rNc indicates that footi1~gs shall have. ;:i minimum e1~1bedment of 24 i:Khes. :This is acceptable for gs::otc:c.hnical p:..ir:roses: bcl'-..,,::::vcr, the referenced soils report only requires a minimum crnbedmcnt of 18 inches. Typically, vve would not note this discrepancy; hovvever, Sheet S 1.1, Detail 3 indicates minimum 1. ·-6'" embcdmcn: for the Pipe ------....,C+io'-1-lh..;::1::.:.n.~~--Footing. This 1 '-6'' emb0 ,:hrenr nko 3,..,nem:.s......a.dtlµ.iate-fur 0 r'n1<..,chnic.3l_ GEOTECHNIC,\~ I ENV;!JCN\lE\JT/\L I co'";'iS7RUCi!ON I\JSFECT:G\ A~/0 HSTl'!G' '1 :I'm ENGINEE?.11/G-·I SUrlVi::Yit~G ,, Revie\vofFoundation Pbn Sheets Sl.O, SLl, S2.1, S:2.:2. & S3. I for Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California June 1. 2008 CTE Job No.: 10-9348G ------~~~ purposes; ho,YeYet. the minor inconsistency on the plans could cause isi>ues during construction and/or insp~ction. \Ve appreciate the opportuni'.y to be of st:-,·ice on this project. Should you have any questinns (J, need further infonnation plens-::: do nor he.<,itai'e to contact this office. Respectfully submitted. CO~STRUCTIO'\f TESTING & ENGTI\EERING, NC. --------------_,_____, .,.,....-..,....., . ,, <-------~,...,__..,, ~---,, Dan T. Math, GE# 2665 Principal Engineer ., CONSTR:UCTI-ON TESTING & ENGINEERING, INC. July 3, 2008 Mr. Leaf Blevins SAN DIEGO,. CA 1441 Montis! Rd. Sulla 115 Escondido, CA 92026 (760)746-4~55 (760) 746-9606 FAX SAN 0·1EGO, CA RIVERSIDE, CA VENTURA, CA TRACY, CA 124 East 30th St 14538 Meridian Pkwy 1645'Pacttic Ave. 242 W. larch Rd. .Suites Band C· Suite A · Suite 107 Suite F National City, CA 91950 Riverside; CA 92518 Oxnard, CA 93033 Tracy, CA 95304 (619) 649-4000 (951) 571-4081 (805) 486-6475 (209) 839-2890 _ (619) 649-4039 -FAX (951) 571-4188 FAX (805) 486-9016 FAX (209) 839-2895 FAX SACRAMENTO, CA N. PAlM SPRINGS, CA MERCED, CA 3628 Madison Ave. 19020 Indian Ave. 3058 Beachwood Dr. Suite 22 Suite 2-K ' Merced, CA 95348 N. Highlands, CA 95660 N. Palm Springs, CA 92258 (200) 388-9933 (916) 331-6030 (760) 329-4677 (200) 388-9939 FAX (916) 331-6037 FAX (760) 328-4896 FAX CTE Job No. I 0-93480 -7090 Camino Pacheco San.Diego, California 92111 Telephone: 619.944.4107 Via Facsimile: 858.496.0446 Subject: ~econd Review of Foundation Plan Sheets Sl.0, Sl.l, S2.l, S2.2, & S3.l for Proposed Chemical Tank Pads 2282 Faraday Avenue Carlsbad, California · Prepared_ by Devine Engineering, Inc., dated May 27, 2008 . Reference: Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue Carlsbad, California CTE Job N9.: 10-93480, dated January 23, 2008 Mr. Blevins: At your request, Construction Testing & Engi;neering, Inc. (CTE) has reviewed the referenced plan sheets for the subject project. The object of our review was to ideIJ.tify potential conflicts with the recommendations presented in our referenced geotechnical report. It is our conclusion that the reviewed foundation plan sheets are now in general conformance with recommendations presented in our referenced soils report. We appreciate the opportunity to be of service on this project. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, Dan T.-Math; GE# 2_665 Principal Engineer GEOTECHNICAL C O N S TR U CHO N I N S P EC T I O N AN D TE ST I N 6 CIVIL EN 6 IN EE RI N 6 I SU.RV E YIN 6 STRUCTURAL CALCULATIONS For ISIS EQUIPMENT PLATFORM Prepared for Isis Pharmaceutical Co. 1896 Rutherford Rd. Carlsbad, CA 92008 Prepared by: DEVINE ENGINEERING, INC. 12316 Oak Knoll Road, Suite C Poway, CA 92064 (858)7 48-6168 April 21, 2008 Project Number: 1012.00 C(JC.i'lrot) \ I I r DEVINE ENGINEERING, INC. 12316 Oak Knoll Rd., Suite C Poway, CA 92064 (858) 748-6168 DFSTCN LOAO.£ Jl(rrt'C. $7'EEL BG}}Pt) h'leo-i /ElH/ mr.r<.. J(),J ~ SHEETNQ. ________ OF--~---- /_ ~ t-/-It) g CALCULATEDBY_:__m.:..:.....:....:L-----DATE-~)~--- CHECKED BY--------DATE_---+-! ___ _ ! SCALE----------------..------ PL /i,Op5f "3/.0p)/ l L -= / uu p-' t fi' (l/J'J:J;:o c n-·n.,.,ftli..fc L-1.-:: '30tJ pf c. (f? ME< fl f1/'i1:: A D PllloL;JCT 207 Conterminous 48 States 2005 ASCE 7 Standard _Latitude = 33.1358 Longitude= -117.278 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.149 (Ss, Site Class B) 1.0 0.435 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1358 Longitude = -117.278 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D -Fa= 1.04 ,Fv = 1.565 Period Sa (sec) (g) 0.2 1.195 (SMs, Site Class D) 1.0 0.681 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1358 Longitude = -117.278 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D -Fa= 1.04 ,Fv = 1.565 Period Sa (sec) (g) 0.2 0.797 (SDs, Site Class D) --------------~--- ~ £ IT O·vir. C P LA 1v -------- 5 '6;[:Jt~C ;::-o-3 , ' V ::,pJL' ' ' -I DEVINE ENGINEERING, INC. 12316 Oak Knoll Rd., Suite C Poway, CA 92064 (858) 748-6168 i JOB---------------,----- SHEET NO. _______ _ OF CALCUU\TEDBY ______ _ DATE ·' ! CHECKED BY ______ _ DATE SCALE-------------,,--------'l J -, I ' .~ -i i ·I ·! "-•! --i D ?ROD tllCT 207 f-j r-1:---------.,....--,-----~--,---------~---, ........ ----- : -----------~·, i 1------------------'--~--.--------;---;------_,;.---------- l I I ! ! ! I I ' i ' I ' ' l I I ' I I I ! ! I I I ' ! i I i I ---------+--------..,_----------i---+--------,.-----=---+----- 2.6k ...... -·--,_. <N5 Loads: BLC 1, seismic Results for LC 1, 1 ' j I I l ! i I ! I j rvl2 i 2.pk i Company Designer : Matt Gernandt Job '/\lumber : Joint Coordinates and Temperatures Mechanical Platform 8:39 AM Checked By: Label X rttl y [ftl z rtt1 Tem12 (E] Detach From Dia12,.,. 1 N1 0 0 0 0 2: N2 : '. ,,, 6 c·O ·o .0 3 N3 12 0 0 0 4:, N4 ,, i-8 .·d. ·(), O· ,, ' ' 5 N5 0 3 0 0 fl· N6 ·6 3 ,, 0 . o·,.· ', '' ,, ,, 7 N7 12 3 0 0 8-,, . N8: .. .. , 1-'a· . ,, ·_3 ; . , 0 ,. 0 : ... ·--- 9 N9 I 0 0 0 0 Hot Rolled Steel Properties Label E rksil G rksil Nu Therm /\1 ES Fl-Densitvfk/ft"31 Yieldfksil · 1 A36 29000 11154 .3 .65 .49 36 2: A572Grade50 .; : 29000-' ',,. ,.111,54 ; :3: ... ,, ,, .·.65. .49.-,, ,·50 •,' " " ,,, ' 3 A992 29000 11154 .3 .65 .49 50 4, Asoo 42,:; · ·29006, i-11-54:: ,, , 3--:65:. C ,, ,', .49' ,, 4:t · ,' " l," ,, , " 5 A500 46 29000 11154 .3 .65 .49 46 Member Primary Data Label I Joint J Joint KJoint Rotate/dea' Section/Shaoe Desian List Tvoe Material Desion Rules 1 M1 N5 N6 HR1A Wide Flanae Beam A992 Tvnical 3 M3 N7 N8 HR1A Wide Flanae Beam A992 Tvnical A ... :··rv14.· "Ni,,.,-: ·N5 .. ··,·' .... ·· · · < ·HR2 . · .'· ,:tube .... '.Beam·. A5do: 46 ' -'Tvnical 5 M5 ,6 .,,,-M6 7 M7 8, ~--,:·: 'MB.' 9 M10 N2 · :N3 N4 .NL N3 N6 ,.,.·l'<Ji• N8 ·.,:N6, .. N8 Hot Rolled Steel Section Sets Label Shane Desian List 1 HR1A W12X22 Wide Flange . .2·· . HR.2.· ,, .. HSS4X4X4-:,· Tube 3 HR3 L4X4X4 Pige Basic Load Cases : '. TY.Re Beam ·-Beam· HBrace HR2 Tube Beam A500 46 Tvnical .::· HR2 Tube Beam A500 46 Tvnical ,:.J-lR3> . '· .Pine , Hi3i:ace-' . A3tL ... fvoicai.. HR3 Pioe HBrace A36 Tvoical Material Desian Rules Afin21 lvv fin41 lzz[in41 Jrin41 A992 Tvoical 6.48 4.66 156 .29 ·· A500:46 . ·. "i' vi'ifcal ' ,, 3.365, _: ·'..1.188 . ,7.188 ,, 12:758 A36 Tvoical 1.94 3.04 3.04 ,044 BLC Descri12tion Cate o X GravitY. Y Gravit Z Gravit Joint Point Distribut... Area Member) Su ria ... ='-,-----==,=.,.;~-__,~= 4 1 seismic EL Member Distributed Loads ~--~M=e=m=b=er~L=a=be=l ___ =Di=re=c=tio=n-~S=ta=rt~M'-'-"':agnitude[k/ft .... End Magnitude[k/ft.d... Start Location[fl,~ End Locatioi[Ul No Data to Print ... 7 '------------------------------------------l Joint Loads and Enforced Displacements (BLC 1 : seismic) Joint Label L D M Direction Ma nitude k k-ft in rad k's"2/'.ft 1 i N5 L X 2.6 ·2 .N6 L X 2.6 RISA-30 Version 5.0d [ c:\RI SA \untitled. r3d] I Company Designer Matt Gernandt Job Number · Mechanical Platform 8:39 AM Checked By: Joint Loads and Enforced Displacements {BLC 1 : seismic) {Continued) Joint Label 3 N7 N8 Load Combinations L D M L . . L Direction Ma nitude k k-ft in rad k*s"2/ft X 2.6 .X 2.6· Descri !ion Solve PD ... SR. .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Yes 1 1 Joint Reactions {By Combination) LC 1 1 ·2-.· ·1- 3 1 5 1 Joint Label N1 -.· N2· N3 · ·.N4· xrk1 -5.42 '• • • o, ,, I.' -4.98 _· .0.: NC Y rkl Z fkl MX rk-ftl MY lls:fl.1.,__-.-~M=Z.._.fkc,__,-ft.,._tl---, -2.71 0 LOCKED LOCKED 0 -2:71 .' .. ·o·-. · ;.,.:-_·. o .-, ._.. -.o · .. _:, . o -2.49 0 0 0 0 . 2:49 · .. 'O · 0-. · .0. . · .. O· .. · .. NC LOCKED NC LOCKED NC ·6. 1< .. ·· .. _ .. :.'-_NC:-:· ; · -. · NG, .. : · . LOCKED... · ' :NC). ·: · ·,-: ·,-1:bCKEb-. NC - 7 1 N6 .. 8-• j . Ns'·,.- 9 . 1 Totals: _·.·10··, f . COG (ft):·· ... Joint Deflections LC 1 1 2 .. 1: . 3 1 5 1 ._jf _·. ·: 1 :·: 7 1 9 1 Joint Label N1 N3 . ,-·· 'N4-'- N7 N8 .. N9 Member Section Stresses NC NC LOCKED NC NC NC .. ,.,NC .. -10.4 0 0 -NC. . ,NC,·' -·•NC·· -·' Xfinl Y rinl Z finl X Rotation rradl Y Rotation fradl Z Rotation rradl 0 0 0 0 0 0 . ,-;o·.,· -o -. :. · . · ·.·· o·. · 0 0 0 0 0 0 '' ... ·.0.-, ... b. . . : · .. :-d:' . .011 0 0 0 0 ;0-:f'. 0 0 0 0 0 _,_:O· '· . .:·o ... 0 0 0 0 0 0 LC Member Label Sec Axialfksil v Shearfksil z Shearfksil v too Bendingfk ... v bot Bendi... z ton Bendi ... z bot Bendi ... 1 1 M1 1 .401 0 0 0 0 0 0 ... .2· : 2 ..401' . -0 0 0 -.0 ·o: .0 !. .. .. -·· \ •' ·-, 3 I 3 .401 0 0 0 0 0 0 4·-. 4 .401' '• 0 ·-·:·:_'(j_ :o; <o: 0-d ,· -· .. ; . 5 5 .401 0 0 0 0 0 0 6 -1 M2 1 -,;034 0 0 .• d (} -0 0 ·' .. . . . . .; 7 2 -.034 0 0 0 0 0 0 -·a• . ,. 1'-, : .3 ·'"·034 0 " . ·6. 0-. 0. 0 -0 . . .. . . - 9 I 4 -.034 0 0 0 0 0 0 . 1'0. .5 .. . -.034. ·.0 .b .b .. 0 b 0 ~ 11 1 M3 1 .367 0 0 .0 0 0 0 1."2 2 .367', O· ., 0 . o· : ·o. 0 0 13 I 3 .367 0 0 0 0 0 0 14 4 .361' O" 0 O' 0 -0 0 .. 15 ! 5 .367 I 0 0 I 0 0 0 0 .16 1 M4 f 0 0 o· 0 -0 0 0 " 17 i 2 0 I 0 0 0 0 0 0 1B 3 0 0 O·. [ 0 0 0 0 RISA-3D Version 5.0d [c:\RISA\untitled.r3d] Pagez 1 Company Desi,gner : Matt Gernandt Job Number: Member Section Stresses (Continued) Mechanical Platform 8:39 AM Checked By: LC Member Label Sec Axialrksil v Shearrksil z Shearrksil v too Bendinark ... v bot Bendi ... z ton Bendi ... i bot Bendi ... 19 I 4 o I o o . 20.1 s .' .. o I . . ·. d' · .o 21 I 1 M5 1 .805 I o o . 2 ·.805 , 0 .0 3 .805 0 0 25 5 .805 0 0 M6. ·. ·. . . . 1 O <· ·. .0-0 27 28 29 '30· · .·. 31 1 M7 : -32': . 33 :.34 :' .:_ .:: .,::: 35 , 36 · · f": . : ... , MB· . ·. 37 39 .4o-· 41 1 M10 2 0 0 0 3· .· . ·.o' · -· .. o.:. \ · o. · 4 0 0 0 s,. -·. b 0 ·--o· 1 .74 0 0 2 •\ . ·.c.74 i · . . ··0:. . . : .0. 3 .74 0 0 5 .74 0 0 2 -3.124 0 0 4 -3.124 0 0 .• ·s· .. ":3.1'24· ···.: .. :o ·•·· · •. _o. 1 -2.87 0 0 I o < (J 0 <: 0 0 0 0 0 . ,. 0 .:-o· ·: 0 O··· .. 0 <. ·. ''()' ;: 0 . ,0 < <. 0 · .. O·. 0 < < •.',. •• :0. 0 0 0 0 () 0 0 .. 0 0 0 ·0 0 0 0 0 0 Jj' .• o:. < ·. b ,: . 0 0 0 ·.ff. 0. · . o:: . 0 0 0 0 0 ·. o· 0 0 0 0'. , 0: · · · : .o. 0 0 0 . :0 ' 0 0 0 ·0,,' 0 0 0 : ,() ,.· ·.0: . 0 .· 0 0 0 :Q. ..0, :Q·-. 0 0 0 ;o_: 0 0 ·42 2 · .. ··,.2.a?-. ,. ·., :.er ·. · .. : . :o., · :0. .;. o:: ·.··.:. ·o .' 43 3 -2.87 0 0 0 0 0 0 . 0-·:: :-' :O·. b 0, '' 45 5 -2.87 0 0 0 0 0 0 Member ASD Steel Code Checks LC Member Shaoe UC Max Lodftl Shear ... Lodftl Dir Farksil Ftrksil Fbvfksil Fbzrksil Cb Cmv Cmz Eon 1 1 M1 W12X22 .022 0 .000 0 V 18.014 30 37.5 25.192 1 .6 .6 H1-1 .:2. < ·:1-: :,M2.· · .W12X22 ;00.1 ,·0-,• :Mb' . :-er.> V ··1s:01:4· ·:.30.-·.· :37.5 · :30 1.75 .6 .· .6. 1-l2~1 3 1 M3 W12X22 .020 0 .000 0 V 18.014 30 37.5 25.192 1 .6 .6 H1-1 ·. 4-: .1. ' . :M4· . '.H~I:l4X4X4 ·· .. 00.d· ., O.· .o·ots,. .. 0'. .'v': :2!t?6tl .. 2'U3':,-, 30.36 ·;30;35.· ;1::'r.5 6 .6-· "H1 ~1- 5 1 M5 HSS4X4X4 .031 0 ·.ooo 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1-1 ·s· "'.1 ,·MB " . f:ISS4X4X4' , .000. . th·:·: .bob . :o ' · .. \/., .25.768,, 27;6,' 30,36· .3b'..36 • ·t.i5 < .6 .. -·, .6'. '1-l1~1 7 1 M7 HSS4X4X4 .029 0 .000 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1-1 ,8' •.f' :,: .. Ms: .. 'L4X4x4· .. 145 ·o ,., .O'oo.· . 'o--:-:: :v. '1.2.205-L 21;.6-: ~-CO:d}<.: ., ,, .i!. 9 1 M10 L4X4X4 .133 0 .000 0 V 12.205 21.6 -Code ... Member Section Deflections LC Member Label Sec X rinl V rinl z rinl x Rotaterradl /nl Uv Ratio /nl L/2Ra1io 1 1 M1 1 .011 0 0 0 NC NC 2·· Z· :Ot1 · · 0 0 .. .o· · :NC NC :f, .. .. '. 3 I 3 .011 0 0 0 NC NC :·:4. .. 4. .. :01 () .0 < < 0 ... Ne .. NC 5 I 5 .01 0 0 0 NC NC ,5. 1 M2 1-. ' .. 01 .. .0 (j:_ .. D NC NC.·;, 7 I I 2 .01 0 0 0 NC NC .. 8 3 .01'-b b .. 0 NC Ne· .• ., 9 I I 4 .01 I 0 0 0 ! NC NC 10 ·. .5 .01' 0 0 I 0 ,.· NC NC . - 11 1 M3 1 .01 I 0 i 0 I 0 NC NC 12 2 .01 I 0 • < 0 i 0 NC NC < :13.L 3 . 01 I 0 . I 0 ! 0 I NC NC . -·-. -·-... --·- RISA-3D Version 5.0d [c:\RISA\untitled.r3d] Page 3 Company : Designer : Matt Gernandt Job l'Jumber: Mechanical Platform 8:39 AM Checked By: Member Section Deflections (Continued) LC Member Label Sec x rinl v rinl z rinl x Rotaterradl In\ L/v Ratio /n\ Liz Ratio ! .14 I. 4 :01 _ · .. , O . ·. 0. -0 NC . NC LJj_! 5 .009 0 0 0 NC NC i 1'6, .I-1--r------,-M-4-----!---"1~.----'-=o=----t-.. -_ ~O~----1--,--_ ~0--,--i~~o----!--N~C,=-. -, ---f---.N~e=---. --1 ' 17 I 2 0 -.003 0 0 NC NC 18 I' . 3· 0 ·-.006 . _() . . Li -'0 .. · · NC. · NC 19 I 4 0 -.008 0 0 NC NC 20 I . 5 ' .o. · .:::on. : b : .. · 0: , · NC. · : . NC. 21 I M5 1 0 0 0 0 NC NC ·22 .. ~( ... ·-0. . . .. .;:003 0 ·o: · ... NC · :Ne 23 3 0 I -.005 O O I NC NC 24 . . '. 4 . · {) · . -· -,.008·-" ·o: . ·i;i,,: ·. · NO ,. · NC . 25 5 O -.01 O O I NC NC 27 2 0 -.003 0 0 NC NC 29 4 0 -.008 0 0 NC NC ·30-,_ 5 ::.o . .,_0:1 ... · :.: ':Ci· ·· -b,, : .··'.: · 'NC :'NC·:. 31 1 M7 1 0 0 0 0 I NC NC 33 3 0 -.005 0 0 NC NC 35 5 0 -.009 0 0 NC NC 37 2 .002 -.001 0 0 NC NC 39 4 .007 -.004 0 0 NC NC 40. ': :5 '.· · .· .b09 . : · -.. ,.:005 · : . •. 0 :. ·, ;: ··: .. :·o,,. ·: ,,... :_NC.':, ,_ ·. i ,·· Ne 41 1 M10 1 0 0 0 0 NC NC , A2 · ' :2 · :.: .0d2'. <.001 .. 0 . . :_: ()' > . : · , NG-:: NC 43 3 .004 -.003 0 0 NC NC 45 5 .008 -.005 0 . 0 NC NC RISA-3D Version 5.0d [c:\RISA\untitled.r3d] Page4- q h.x 2.6k ---~------· I . .,.---------~--r 1-Hi -: i : r~-1 ~r-;-;=_:-_-__ -=_~_~-=_-·_· ""·---------;-~-;~ ~;--,--1 ~----t--e---,-------,---1 I ; ! --------_,__._;... ___________ .--._,.---4,-------'--------..._-... ,-i !-I 1---+----1--+---------'---------,----,------r----:---.---i-----+---r- l , r -----i----------------,.---.-----------.---;---,..------·-1 i ! ! I I I j ! i I Loads: BLC 1, seismic ! Results for LC 1, 1 lb Company Designer : Matt Gernandt Job Number: Mechanical Platform 8:44 AM Checked By: Joint Coordinates and Temperatures Label xrm Y rm z fftl Temo [E] Detach From DiaR,.,., 1 N1 0 0 0 0 .2° ', N2 4·. 0 ' 0'' 0 ". 3 N3 11 0 0 0 4: N4 1·8 · :t) .. o Cl .. -., 5 NS 0 3 0 0 6 .N6 .4 ·3 ". 0. •." .0 7 N7 11 3 0 0 8, :,NB 18 .. ., .. ·_3 0 ... 0 .. •" ,., . '• ; 9 N9 0 0 0 0 Hot Rolled Steel Properties Label E fksil G fksil Nu Therm /\1 E5 Fl Densitvrk/ft"31 Yieldfksil 1 A36 29000 11154 .3 .65 .49 36 2" .: A572Grade50· ': . ,, . -29000. 111!54 : ':3 ':65_",. ,, ~ ' -~~ \4R /4 :50' ", " " .. .. 3 A992 29000 .\4. .. .. " '. A50b:. 42 .. ·'.29.000 ____ , 5 A500 46 29000 Member Primary Data Label I Joint J Joint 1 M1 N5 N6 . :2.: '. \'.·M2 ,. . . ··N(3" ::. M7,. . 3 M3 N7 NB ,4 ·,_:·Mif: . N,1 ; NS' ', 5 M5 N2 N6 :.6 ·, ':.: M6: ,N3· ···~N:t ... 7 M7 N4 NB -'.8 MB·· ,, Nf. ·J,J6:'· " 9 M10 N3 N8 Hot Rolled Steel Section Sets. Label Shane 1 I HR1A W12X22 2 .·/ ... kiR2. · HS-S4X4X4·, 3 I HR3 L4X4X4 Basic Load Cases 1 I BLC DescriQ!ion seismic Desian List Wide Flange I . · ' T:ilihe · . Pine Cate o EL ·1 I Member Distributed Loads 11154 .3 .65 .49 50 ,. 1:,1i:1S4 ·.: .3· . ,,,_ ,, ' , '.65 ·:49· .. :42 ' w -' ,._,: ... .. .. 11154 .3 .65 .49 46 KJoint Rotate/deal Sec!ion/ShaQe Desian List Tvoe Material Desian Rules , _,,_,, ·> .. .. ~ '· •" , , :~ ;_· , Tvne Beam -.Beam HBrace HR1A Wide Flanae Beam A992 Tvoical ' . MRiA .. ''. Wide{Fiaricie ;·seain:; .A992.., _:, · Tvoi"ci::11 •" HR1A Wide Flanae Beam A992 Tvnical . ·l:-fR2. ,:~ < , .. Tube,· ·.s-eam ·. :A'.50O· :45· • .. Tvni~al '» .. HR2 Tube Beam A500 46 T\.'.12ical ,. ,, HRZ .. ..... :·Tube· ·" .J3eahi · A5bO.Ai3' ·Tvoic81 HR2 Tube ·seam A500 46 Tvnical ,, "' :'F-lR3>" ,',, ·-'F~lbe: .· :·:RBrace • ·.,_,A36 .. ··:r:voi&al, · ' ,, " ,; ,,!• HR3 Pioe HBrace A36 Tvnical Material Desian Rules A fin21 lv_y_(ln1] lzzfin41 J!inA]_ I A992 I Tvoical 6.48 4.66 156 .29 ..I A500· 46 ·_1. 1vc:iica1 :·:3.'365.,· · . 7.788-'' 7.788 .:' · · 12.T58' I A36 I Ti12ical Joint 4 1.94 3.04 3.04 .04-4 Point Distribut... Area (Member) Surla ... ~ __ __,_M,.,,e=m=b=er,_,L=a=be=l ___ ,.,_Di,,_,re=c,..,tio...,n _ _,S,.,,ta=rt,_,_M=agnitude[k/f!,. .. End Magnitude[!s/1td... Start Location[ft. %] No Data to Print ... End Location[~].7 '-------------------'-C...C--"-'=-'-"-'-'-'---'--'-'-'--------------------' Joint Loads and Enforced Displacements (BLC 1: seismic) Joint Label LO M Direction Ma nitude k k-ft in rad k*s"1/it 1 : NS L X 2.6 I 2 N6 -L . X 2.6 RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\4x7 brace.r3d] PageS Company Designer Matt Gernandt Job Number Mechanical Platform Joint Loads and Enforced Displacements (BLC 1: seismic) {Continued) Joint Label LDM Direction 3 I N7 L X . . NB. · .. -· L. . .. X . Load Combinations 8:44 AM Checked By: Ma nitude k k-ft in rad k*s"2/ft 2.6 .. 2.6 Descri tion Solve D ... SR ... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 Yes 1 1 I Joint Reactions (By Combination) ,----r--"L=C'-r-__ J=o=in=t L=a=be=l __ ~___,X'--'-fl.,_,kl.._---,-_ __,_Y.., fl0k,..__l--,-~Z'""'fk.,.._:l _-.--__,_,M=X,_.fl~k-.,_,,ftl_,............~M~Y~,f.,_,_k-..,__,_ftl,__~~M==-Z Us:fl 1 1 N 1 -5.572 -4.179 0 LOCKED LOCKED 0 2,: 1 .. N2-'O 4.179· -6,-.. , .. :. ·b. .. . 0 0.:--. 3 1 N3 -4.828 -2.069 0 0 0 0 :--4 ,· .. 1.. -N4 •· .-.. ·o -2<:059 ·.·-o ·· .... :o .. · o.: .... o -- 5 1 N8 I NC NC LOCKED NC LOCKED NC ··;6. ·1 .. .-· · N:r.·-' NG -. .. NO:. \'LGCKEO -NC .. :LO.CKEl::f: ·. NC/: , 7 1 N6 NC NC LOCKED NC NC NC 8:-·1. ·.N5 , . NC: :Nb· LG.CKBD.·,._, .LO.OKED ' .·NC. · .NC:·. 9 1 Totals: -10.4 0 0 •,· Joint Deflections LC Joint Label Xfinl Yfinl Zfinl X Rotation fradl Y Rotation fradl Z Rotation fradl 1 1 N1 0 0 0 0 0 0 2·. : 1. ,.N2'-· ·, b'. ,,()· ,,, ' '' 0-.. ·,o, .,. 0-; 'i._, 0 .. •' ' ,,. . .. 3 1 N3 0 0 0 0 0 0 :4 .t· N4. i; ,· ,(f .,,0 (j: .. 0 ,'"', " -o:'-: .. .. o··, .. ' .. " ; .. 5 1 N5 .011 0 0 0 0 0 ,.'.6:·: ·f :.N6.· .. ;01 ,' too2 ~ ,, ,' ' · __ .·.·t)'' '·. 0 .. b :0·:.1 : ., ' ' 7 1 N7 .011 0 0 0 0 0 .8, .. 1: ··Ns-, ., ·:::01 · :,o '·.0,,_.· ', '.:b 'O ,· 0.,,,,. ,-:.,, ; ; ',"} .·. 9 1 N9 0 0 0 0 0 0 Member Section Stresses ,--_,,.~L=C-,--~Me=m=b=e~r L=a=be=-1-...... s=e=c_,_.,_,Ax=ia=lfl=ks=il'-,--v,....:S=h=e=ar[!sml z ShearUifil]_,Y tog Bendingrk ... v bot Bendi... z too Bendi. .. z bot Ben<li... 1 1 M1 1 .401 0 0 I o O O 0 2 .. 2 -'.401·-0: 3 3 .401 0 ·4. . -·4 ' .'401 . ·.o 5 5 .401 0 .-6 ·f M2 .. 1 .... <os1 · · · 0 .. 7 2 -.057 0 8 ,, . 3 . '-.057 .. b,: .·. 9 4 -.057 0 11 i 1 M3 1 .344 I 0 1-2 2 ·.344 . 0. 13 i 3 .344 I 0 14 I 4 .344 0 l 15 i 5 .344 ! 0 1 -16-I 1 M4 1 ,Q 0 1 17 i 2 0 0 I 18 I 3 ·o ! 0 0 0. 0 0 -(), 0 0 0 0 0 0 .. ·o . 0 0 0 0. 0 0- 0 0 0 0 b 0 0 0 0 . '0: ,- 0 0 0 0 -0 6 0 0 0 ' o, 0 0 0 b 0 0 0 0- 0 0 : 6: 0 0 0 .0 0 0 0 0 0 0 0 0 o r 0 0 ! 0 0 0 0 0 0 0 0 0 0 RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\4x7 brace.r3d] PageS I 2- I Company Designer Matt Gernandt Job f\Jumber Mechanical Platform 8:44AM Checked By: Member Section Stresses (Continued) LC Member Label Sec Axia!rksil v Shearrksil z Shearrksil v too Bendinafk ... v bot Bendi. .. z ton Bendi. .. z bot Bendi. .. ! 19 4 0 0 0 0 0 0 0 1 ·20 5 d ·. 0·· .o, -d 0 0 0 I 21 1 M5 1 1.242 0 0 0 0 0 0 I i 22. .2 1.242 o· 0. o· () 0 b I 23 3 1.242 0 0 0 0 0 0 I 24. ,4 .. l.242 ... 0 '.·'·o·· O· 0 .. () 0 25 5 1.242 0 0 0 0 0 0 26. 1 M6. 1-0 .. .. 0: Q . b 0 0 :.d· 27 2 0 0 0 0 0 0 0 28. '3. .. :o 0 0. '. .O· . 0 0 .'()< 29 4 0 0 0 0 0 0 0 30 · ·5 o: ... 0-d: ... 0: .--o .o :-.. Q .• 31 1 M7 1 .615 0 0 0 0 0 0 32 .. 2-.·.:61"5. :·o b 0 .. ,. .. .:·o .. Q . :.-d 33 3 .615 0 0 0 0 0 0 34 '!:_ ,·-: .4 .. ··.6'1tf. ()-:. ·0 ,o·.: 0 ' '· ',() o'· .. " .. 35 5 .615 0 0 I 0 0 0 0 36 .' ·.t :M8 ... •·.1 ... :-3.59,. · .. ,:d .. . ()'_ ~ ., ··:: .. o·.·, . .. o::: :·:·:· YQ ;o: -: ... . . 37 2 -3.59 0 0 0 0 0 0 ·38 3-: ~3.59 · .3, :-:0.:· o:-.:o ... ::_o ,• ... "O,' .. .. -ev:·· 39 4 -3.59 0 0 0 0 0 0 .'40. _,l' · .. '.5·: ~--:.3:59. 0: ,-.0'. ,. .. ' . .'0,. ,, ~:-0 ,; .. ,b ··:>er. ', ... ... .. .:· ,. 41 1 M10 1 -2.708 0 0 0 0 0 0 42 : .. , _:, 2 .. ~2.7os· 0 : ·,· b ·o ... .· .. o a· .··.·.:o,:, .. .. 43 3 -2.708 0 0 0 0 0 0 4'4 .. 4 -2,708 :·., .· :o-·· . _:() -: .. .. o·· ... · .. b ';·--. ·0 . :,Q: ., 45 5 -2.708 0 0 0 0 0 0 Member ASD Steel Code Checks LC Member Shaoe UC Max Locfftl Shear ... Locfftl Dir Fafksil Ftrksil Fbvfksil Fbzfksil Cb Cmv Cmz Eon 1 1 M1 W12X22 .017 0 .ODO 0 V 23.289 30 37.5 30 1 .6 .6 H1-1 -2··· ' i :. Mi W12X22·· ,002 0 , , .. :.ot>o,. ··. () < 'v.· -14.924, 30· 37,5 '-',· 30-. J.7-5 : .. 6 :-;6,.· H2-1', 3 1 M3 W12X22 .023 0 .000 0 V 14.924 30 37.5 22.252 1 .6 .6 H1-1 ·4_. ·-1-:. , .. '.M4: ., JiS$4X4X4· .000 ·: 0 :boo.. -0. "' 25.7-68. :>-2H3 '30.36 30.36'. ·f':75 · .6 ·.,6:: +11:,.1. 5 1 M5 HSS4X4X4 .048 0 .000 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1-1 ·6: . 1 ;, · ,M6··. HS$4X4X4. .. 000 .. -0 .. .:.000: ·o· ... : ·v· 15:768 '. 27.6. · 30.36 · --36:36: '1.75 :'i6·' ·_5:·. H1,,1 · ... 7 1 M7 HSS4X4X4 .024 0 .000 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1-1 : a·. .·f:,· ·tv18 .. (AX4:X4, \i66 ·cL .000·· : 0 ·'v 14.:773 : 21.6· -·Code'.:·: '',,'' .. ' r V , ," .. 9 1 M10 L4X4X4 .125 0 .000 0 V 10.667 21.6 -Code ... Member Section Deflections LC Member Label Sec X finl V finl z finl x Rotatefradl !nl L/v Ratio !nl L/zRaiio 1 1 M1 I 1 .011 0 0 0 NC NC 2, ,,,, '' ·2 .01.1 0 0. :Q; ·Ne .NC '-~ 3 3 .011 0 0 0 NC NC 4 '. ·4· .011 -.001 .. ,0 0 . NC -Ne ·J 5 I I 5 .01 I -.002 I 0 I 0 NC NC I . e 1-·M2 1 . .01 ~.002 .o O· NC :Ne . ·g 7 I I 2 .01 -.001 I 0 I 0 NC NC I 8 3 ·.01.1 · . ·o·-o· d NC NC . ~ 9 I I i 4 .011 0 i 0 0 I NC NC I 1.0 .. . 5 .011 ,. 0~ () 0 Ne NC 11 ! 1 I M3 ' 1 .011 0 0 0 I NC NC ' -12 .2 .01 0 0 0 NC NC J3 __ i_ ______ I J _3. .01 I 0 . 1. 0 0 ...... i NC NC ' . . -·--· . .. . I ... .. ' ... ~ . .. .. ... RISA-30 Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\4x7 brace.r3d] Pa;e 7 13 Company : Desi,gner : Matt Gernandt Job Number: Mechanical Platform Member Section Deflections (Continued) LC -14. 1s I 16-. .1 17 I .1'8 19 20:. 21 1 :_2f .. 23 I -24 · · · 25 ·26--' '1-.· 27 -28' 29 .-so:: 31 1 Member Label , -.. . M4 M5 .M6. M7 32··,, .... ·•»." · .. 35 37 ·_33·_ 39 40 41 1 A2. 43 45 MB. M10 ,,. ',' Sec x finl v finl z finl x Rotaterractl · 4. : .01 --. L .. d. . , · 0 · ·0 5 .01 I o o o · 1 -· 0. • -0 · -0· · 0 2 0 -.003 0 0 3 · O , . .-:006 -· .. 0 O 4 0 -.008 0 0 s. . .o . --.ddi-. · o .o· · 1 0 0 0 0 3 0 -.005 0 0 : A-:.•.·. ,.,bot -:OOfL. <:'.-'·. 0 --'O · .. -.. 5 -.002 -.01 0 0 2 0 . -.003 0 0 ·. 3/ -. ' -Ii ·. · .. ;:OC'J5.-. · ff . . . .. . . Q, 4 0 -.008 0 0 1 0 0 0 0 3 0 -.005 0 0 •0'.··,4.·: -:.o .;::007 ::-.. :--o:···:·-.. :.,-.:•_.o 5 0 -.01 0 0 2 .002 -.002 0 0 4 .006 -.006 0 0 1 0 0 0 0 -.2 _:: .. 002 · ·. :-:...-.oof :o ·_• >-o: 3 .004 -.002 0 0 4 .. : .006 · {:db:f· . 0· .,,, .· 0 -· 5 .009 -.004 0 0 8:44 AM Checked By: In\ Uv Ratio In\ Liz Ratio NC NC . -NC NC: NC NC 'NC . NC NC NC NC ·NC· NC NC · ·NC. .. Ne:· NC NC . ·NO .• NC:: NC NC . :Ne. Ne.·:_ NC NC -.. Ne_: ·Ne:.· NC NC NC NC NC:.· NC'.,· NC NC NC NC NC --, .. ;No·-•;-. NC NC NC NC ·. NB. .NO ._.,. NC NC .. NC .-Ne··_: .. · NC NC NC NC RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\4x7 brace.r3d] Pa~ B lix 2.6k i I I i--·i-l . _______ .,_ __ . __ _.;.. __ ----. '·----' ------------' ----·--- ' l i I :_~--i'---l---'---------~--:---------:----,,-------··-; ' ! i .....,. ! i i ! ___ ._ ____________ ·'-·-··'-·· __ '" _____ !. __ , I I I I ! j ! I I ' l I ! ! ' ! I I I i ' i ! ' .'._j ! l I ! +- I I ! ! ! I I I I I I I -~--I I 1---+---1----1----i-----+---l---'i.--;---,;---;---;--..---l----'-----~-~---t--1 I M1 ,,,... ( SJ5 I ! i 2.6kl M2 ; ....._ 2.6k l ! ...... l 2.61< M3 : ..... V8 . I 7 I Loads: BLC 1, seismic Results for LC 1, 1 Company Designer : Matt Gernandt Job f\Jumber: Mechanical Platform 8:52 AM Checked By: Joint Coordinates and Temperatures Label X fftl y fftl z [ftl TemP-[Fl Detach From Dia12.,..,_. 1 N1 I 0 0 0. 0 2 N2·'· ·. -7 .. 0· ., 0 0 3 N3 14 0 0 0 .4 N4 18· (j .. . ' 0 0· . . 5 NS 0 3 0 0 6 N6 .. 7 3 0 ... O· ' 7 N7 14 3 0 0 8. NB .. -: . . · .. fa-. . .':3 0 . . 0 .. .. ... : ,. 9 N9 0 0 0 0 Hot Rolled Steel Properties Label E fksil G fksil Nu Therm 1\1 ES Fl Densitvfk/f!A31 Yieldlksil 1 A36 29000 11154 .3 .65 .49 36 .. 2' . ·: A572Grade·50 29000·· ... 1t154:-';', .'3. _;55. :49 .· .50.; . . .. 3 A992 ·-:4 : •, :.A:soo: 42 5 A500 46 Member Primary Data Label I Joint 1 M1 N5 3 M3 N7 5 MS N2 6 · --'M6 · · .. , -:N·a ._ · • 7 M7 N4 8 ... ·Ma·... . .. -N1. 9 M10 N3 29000 29000 29000 J Joint N6 NS Hot Rolled Steel Section Sets Label Shane Desian List 1 HR1A W12X22 Wide Flange -2' HR2·: ·: Hss4-X4X4, Tube--_: :: 3 HR3 L4X4X4 Pioe Basic Load Cases 11154 .3 .65 .49 50 -11154· _;·3C'. ::~ .: : . .. 65. .49 ; ' ; .42:.:: ,• ,, . 11154 . 3 .65 .49 46 K Joint Rotatefdea) Section/Shape Desian List Tv11e Material DesianRules I HR1A Wide Flanae Beam A992 Tvoical · · . . . .. , '. -· · HR 1A · Wictei:--t=lanae, . Beam .. A992 tvoi6ai . HR1A Wide Flanae Beam A992 Tvnical : . HR2 Tube Beam A500 46 Tv~ HRZ< · , 'sube ·,sear-n · Asoo :46:, ·.-Tvoical: · HR2 Tube Beam A500 46 Tvnical .·. -·· :· ., .· HR3:. :· .. -Ploe ,,· ·. HBrace: .. ABEL.·· ··:Tvnlcai. HR3 Pioe HBrace A36 Tvoical Tvne Material Desian Rules Afin21 lvv fin41 lzzfin41 Jfin41 Beam A992 Tvoical 6.48 4.66 156 .29 seam-Asoo:· 46 · :".tvriical .· ::a:·ae5 • ,: 7.788-: .:7.788-·, 12,7:58: HBrace A36 Tvoical 1.94 3.04 3.04 .044 BLC Descrigtion Categ,=o_,_ __ -r'X~Gr=a=vity Y Gravit Z Gravit Joint Point Distribut... Area (Member) Surfa ... 1 seismic EL 4 Member Distributed Loads .----~M=e=m=b=er~L~~a=be=l ___ =Di~re=c=tio=n-~S=ta=rt~M=ao:,g=ni.,.,,,tu=de(!slft, ... End Magnitude[k/ft.d... Start Location(ft~ End Locationl!,..'.:'LciL No Data to Print ... _ __J Joint Loads and Enforced Displacements (BLC 1 : seismic) Joint Label L D M Direction Ma nitude k k-ft in rad k*s•I/-ft ;--...-,.1-,--1 ----~N=5 _____ +-c-__ __.L~----1---~X,_,__ __ -1------=2,.=6 ____ ~- 2 . N6 · L · . X 2.6 · 1 RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\7x4 brace.r3d] Page1 [(o ; Company Desi,gner Matt Gernandt Job Number Mechanical Platform 8:52 AM Checked By: Joint Loads and Enforced Displacements (BLC 1: seismic) (Continued) Joint Label LO M Direction Ma nitude k k-ft in rad k*s"2/ft 3 N7 L X 2.6 4 : . L. . X .... · 2.6 Load Combinations Descri lion Solve D ... SR ... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I 1 Yes 1 1 Joint Reactions LC Joint Label X fkl N1 -5.213 2. 1 .. N2, · , .. · ·O ... 3 N3 -5.187 4 .. . :1 ' <N4,,· · .. .. -· .-o. . 5 N8 NC '.6 :N7 , .·.Ne-,. 7 N6 NC 9 Totals: -10.4 to Joint Deflections LC Joint Label N1 N2 .· 3 1 N3 . 4 . .r: ·.· .-N4-:\ N5 7 1 N7 ,: 8 .• · 1 ··N8. 9 1 N9 Member Section Stresses Xfinl 0 ... :-d'>. ·: .. 0 0: ... .012 ··,.01,.· .01 .:(Jf 0 Y fkl Z fkl MX fk-ftl MY fk-ftl MZ fk-ftl -2.234 0 LOCKED LOCKED 0 2:234 · 0 .. . ... Q . . : , ·0 : . ¥ -o ! -3.891 0 0 0 0 .·.·o:-. NC LOCKED NC LOCKED NC . :.-NG' ..... : LbCKEo.:. ., i Ne: . " LO'C:kED:,'- NC LOCKED NC NC o I .o Yfinl Zfinl X Rotation rradl Y Rotation rradl Z Rotation rradl 0 0 0 .. -:0, ·-·,·',() · .. ·:-': n,:~-- 0 0 0 .o;/ :-. :-·o, --. -0: 0 0 0 .Q: ·., 0 0 0 0 , ... -:001 ·· . . ',o '<· o · · ,· ', .o·. 0 0 0 0 LC Member Label Sec Axial llifil] v Shear[!s§i] z Shear7" tor:i Bendingfk ... v bot Bendi. .. z too Bendi ... z bot Ben di. .. 1 1 M1 1 .401 0 0 0 0 0 0 2.-·. .2· .401: 0 ; . -,0 .. o· ·.O :0 O· . , ., ' .. .. • . -- 3 I 3 .401 0 .0 0 0 0 0 ·4 .. ' 4· A-0.1 0 ·o .. : d 0 0 0 , .. .. . . , . . 5 5 .401 0 0 0 0 0 0 e· 1 M2 1--.-002 ··o,--·. : .. ·o .b. b ... ,.o 0 .. :[ .. .. ' , . , --~ : 7 2 -.002 0 0 I 0 0 0 0 .8 .3 .,.;·002 " ,Q 0 . b --b 0 0 ] " 9 4 -.002 I 0 0 0 0 0 0 10 _. 5 :-.002' 0 0 0 -0 ·o 0 ·:; : 11 I 1 M3 1 .399 I 0 0 I 0 0 0 0 12 ·, 2" .39'9 . o· : .. ·o O· () ·O 0 I -··' .. . , .. 13 ! 3 .399 0 0 i 0 0 0 0 14. 4 .. .399 0 0. 0 o· 0 0 15 ' 5 .399 0 0 i 0 0 0 0 16'. 1 M4 .. 1 ·o 0 0 0 0 0 0 ' 17 I 2 0 0 0 0 0 0 0 ' --18 ,, 3· •, b 0 0 b D 0 0 RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\7x4 brace.r3d] Pa~ 2 - Company Designer : Matt Gernandt Job Number: Member Section Stresses (Continued) Mechanical Platform 8:52 AM Checked By: LC Member Label Sec Axialfksil v Shearfksil z Shearfksil v too Bendinafk ... v bot Bendi. .. z too Bendi. .. z bot Bendi. .. 19 I 4 0 I 0 0 0 0 0 0 26. 5 0 I: 0,. 0 0 0 0 0 21 I 1 M5 1 .664 I 0 0 0 0 0 0 22 ·2 . 664. .0 .. ., (F O' 0 0 . b . 23 3 .664 0 0 0 0 0 0 ·24 4 .. :664. ,-o. .. b· o. "' ,. b 0 b. " ,\_·, 25 5 .664 0 0 I 0 0 0 0 26 1 M6 . -.. 1 --.o ·.O .. 0 ·-· o· 0 6 b .. '' ',, .. 27 2 0 0 0 0 0 0 0 28 -B-,, o· .<o 0-., 0 0 0 0 29 I 4 0 0 0 0 0 0 0 30 ,5 o. O·, : rr 0 " ()" ,.0, o-.. ., : ,;',' 31 1 M7 1 1.156 0 0 0 0 0 0 · 32 :.'2. tA56 ·di .'(J. ·O: ,, _-.·o· d. 0 ; " ->,,, 33 3 1.156 0 0 0 0 0 0 _:34,: •, •' 4. 1".1'56>. 0 .. ..tV,·. .. ,., ::o, . . ().· ... tr .. · ,. . .. O': ,. .. ... ,, : '· •, :.· 35 5 1.156 0 0 0 0 0 0 '''36 :' : .. ] ,, -MB. 1·, ~2:923 •' .ff :· .. ,_.o;-'. o·· 0 0 :,,, 0 .. " ,, .. '< " -~ '·. ' : 37 2 -2.923 0 0 0 0 0 0 3i3 ·, '' ', -~ ' 3·. ·: ~2.923' ', ,"0': ' 0.,' :. ,, 0 .... .0. ',' ,o: -Q: ::, ._, '. ., ,, ·, ,, " 39 4 -2.923 0 0 0 0 0 0 .-40-:,: : ', 5' : -2.923· O, '.~, .:0. .. 'cf'' ' 0 .: (j Q: " ,. --,, ,, ,.,·~. ,,,,-" ·' 41 1 M10 1 -3.342 0 0 0 0 0 0 ,At· 2 ... -'3.342 '. :,,0 :(), ' " b:, ·:·o: ,. :o . 0, ._, .. "' : ,, •,, ,, 43 3 -3.342 0 0 0 0 0 0 44. ... ' ; ::4 . ;;3,34,2, ·:(j. -::,.:o"·,. :0 .o. ,' 0 -0 ' ,,, '· : i,: ' 45 5 -3.342 0 0 0 0 0 0 Member ASD Steel Code Checks LC Member Shane UC Max Locfftl Shear ... Locfftl Dir Fafksil Ftfksil Fbv[ksil Fbz[ksil Cb Cmv Cmz Eon 1 1 M1 W12X22 .027 0 .000 0 V 14.924 30 37.5 22.252 1 .6 .6 H1-1 2 A. i':, rvl2 . · ·wt2X22 ,· ;000. ,. 0. ··,ooo •-', 0-.·' V . '14.92;4 :. stY .. 37.5-: .·,30:. ·t.7.5 :6:·' ';(:$'. : H:2-1: 3 1 M3 W12X22 .017 0 .000 0 V 23.289 30 37.5 30 1 .6 .6 H1-1 .4 .-:·F.· M4 . -.000: ,. :o .... \r 25.7:68· .·21:6 3():36' . '30;36; '1.75 .:6', 'H1A . JjS$4X4X4 . ,000· .·, 0· ' ,. .6:" 5 1 MS HSS4X4X4 .026 0 .000 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1 -1 6-,·..1' .• -·_Mfr '• -1-JSS4X4X4 · '.000· " .0 ·:,, .. 000., . o·:.: :·v' :2s~t6a ;,2-t.6' ,3·0.36 .30'.36.:: 1:75' ;6' : :-:.6 H:1:.,1 · 7 1 M7 HSS4X4X4 .045 0 .000 0 V 25.768 27.6 30.36 30.36 1.75 .6 .6 H1 -1 '8 ··r '''r-.i18 . L4X4X4·: . . 1'35' a ···.ooo:· ·.o. .v: t0'.667, " 2f.Er, . ., God~;::. ,' -" " ~. ': ~ " '' . 9 1 M10 L4X4X4 .155 0 .000 0 V 14.773 21.6 -Code ... Member Section Deflections LC Member Label Sec X [inl V fin] z finl x Rotate[radl (n) Liv Ratio (n\ Liz Ratio 1 1 M1 1 .012 I 0 0 0 NC NC 2: .2 .011 .I. '0' 0 .0 NC ., 'NC : ::• 3 I 3 .011 I 0 0 0 NC NC 4 "' 4, .011. : I ·. 6 ,. 0 0 .NC :Ne ::I -. " 5 I I I 5 .01 I 0 0 I 0 I NC NC : . ff 1 M2· 1 .01· I ·, 0 d 0 NC . NC s 7 I I 2 .01 I 0 0 I 0 NC NC I 8 ,3' ·.01 . r ,. ·d '' ·o 0 Ne NC l ' 9 4 .01 ; 0 0 : 0 NC NC 10 ' 5 .01 I 0 0 o·· NC NC _, .. : 11 I 1 M3 ; 1 .01 i 0 0 ! 0 NC NC 12 I 2 .d1 I o. 0 0 I NC NC~ 13 I .. L L _3. _,01 I 0 ! ...... o. I Q_ I NC. .NC !. -~-·------------.. ---------... .. ..J .. .. .. RISA-30 Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\7x4 brace.r3d] Page3- Company · Designer : Matt Gernandt Job Numt;>er: Mechani9al Platform 8:52AM Checked By: Member Section Deflections (Continued) LC 14: 15 I 16 . 1 17 1a: 19 . 20:-- 21 1 .'22 23 25 · 26 . 1 ·· 27 .28 29 31 1 32· 33 ,·34_:; ·, . ' 35 ':36. 1' 37 38·-~ .... 39 Ab · · · • 41 1 -:42.,.· 43 · 44·· 45 Member Label Sec x finl 4. ,: . · .01 5 .01 'M4. ·< ·. t 0 2 0 4 0 -s · er . MS 1 0 3 0 5 0 ·. -.M6· 1 · if• 2 0 : ·-3. . ·0: .. -... 4 0 · ·_5,.-__ , .: .. o: M7 1 0 3 0 5 -.001 2 .002 4 .007 M10 1 0 3 .003 4. -.00!, 5 .007 v. finl z finl x Rotaterradl In\ Uv Ratio . -.00-1 .0 . · . 0. I NC . -.001 0 0 I NC --o . . -:" . -0: : o Ne -.003 0 0 NC .-.606 . : o o ~: . · . i>Jc. -- -.009 0 0 NC -:0.12· . .0 0 NC : . 0 0 0 NC ~.003 >o ·_ .. 0: :.. . . ..NC:·· ~oos o o NC ,,:ooa. · : -•b' _· . · .d-· · .. Ne -.01 0 0 NC . · 0 ... · ": ,. · d. -o . . ; .Ne : -.003 0 0 NC ·_ -.005 . · jj:---: , : ·: · · ,o··. · ·._·_·:NC:,.:' -.008 0 0 NC 0 0 0 NC -.005 0 0 NC -.01 0 0 NC -.001 0 0 NC -.004 0 0 NC .:,oos . -o,. : , _ ·,o ; --:/--.>.:Ne. - 0 0 0 NC -.003 0 0 NC -·. :.:oos . ~ a -· -=:. er: · -Ne -.007 0 0 NC In\ Uz Ratio · Ne .. NC Ne NC Nb NC Ne NC .... NC- NC NC-. NC .-. NC .. ;:- NC NG',_· NC . NG ___ ·· NC :.Ne·". NC .:'NC NC .NC;: NC .NC.:. NC RISA-3D Version 5.0d [E:\ ... \lndependent Consulting\lsis Mech Catwalk\Calculations\7x4 brace.r3d] Paie 4- DEVINE ENGINEERING, INC. 12316 Oak Knoll Rd., Suite C Poway, CA 92064 {858) 748-6168 JOB _________________ _ SHEETNO. _________ OF ______ _ CALCULATEDBY· ________ DATE_~----- CHECKED BY ________ DATE _____ _ SCALE---------------;------ LIE) bxYxW, n -J;.Jt J-J :i; .._ L,...·tr-n,; f~ y-;r J I ·, ' ·! D FfOD"VCT20i Devine Engineering Poway, CA Rev: 580009 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: Steel Column Job# Date: 7:51PM, 18 APR 08 Page 1 isis mech platform.ecw:Calculations Description Typical (E) cant col resisting seismic load Weak Axis General Information Code Ref: AISC 9th ASD, 1997 USC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X4X1/4 Fy 46.00 ksi 1.330 29,000.00 ksi 15.000 ft 15.000 ft X-X Sidesway : Restrained Restrained Y-Y Sidesway: Column Height 15.000 ft Duration Factor Elastic Modulus. X-X Unbraced Y-Y Unbraced End Fixity Fix-Free Live & Short Term Loads Combined Axial Load ... Dead Load Live Load Short Term Load Point lateral Loads ... 9%¥4 Along Y-Y (strong axis moments) Along X-X ( y moments ) ummary 9.90 k k k ¥iii EH@dl#Mh4W¥ Md t @4ti1M ¥ a n t Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments Kxx Kyy k 0.130 k 0.000 in 0.000 in __!:!gjghL ft 15.000 ft 1.000 1.000 Column Design OK Section: HSS6X4X1/4, Height= 15.00ft, Axial Loads: DL = 9.90, LL= 0.00, ST= O.OOk, Ecc. = O.OOOin Unbraced Lengths: X-X = 15.00ft, Y-Y = 15.00ft Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 Dead 0.1935 0.0834 DL+ LL 0.1935 0.0834 DL +ST+ (LL if Chosen) 0.2601 ~~;:~:MA'1 *"""'"'"""' :a;;;,rrn,i • •w '"i I' I m,1...:rn• 111 -w1.:i:1~,1::wvw-m• as:m »::~~121••'1!1#:-~:;:;,:m;rm .. ,,i ,j Allowable & Actual Stresses Fa : Allowable fa: Actual Fb:xx: Allow [F1-6] Fb:xx: Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy: Allow [F1-6] Fb:yy: Allow [F1-7] & [F1-8] fb : yy Actual l!,nalysis Values ~it iihJiiMU$U l 6 -ihtt,;; F'ex: DL+LL F'ey: DL+LL F'ex : DL +LL +ST F'ey: DL+LL+ST Max X-X Axis Deflection Dead Live DL + LL DL + Short 11.90 ksi 0.00 ksi 11.90 ksi 15.82 ksi 2.30 ksi 0.00 ksi 2.30 ksi 2.30 ksi 30.36 ksi 0.00 ksi 30.36 ksi 40.38 ksi 30.36 ksi 0.00 ksi 30.36 ksi 40.38 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi 0.00 ksi 0.00 ksi 0.00 ksi 4.21 ksi •ww -nrnm u llij 11 .. .:.11 ""ssm~ ii **""-~w11 "'''™'"ill ;aw _,,J 22,402 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 11,898 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 29,794 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 15,824 psi Cm:y DL+LL+ST 1.00 Cb:y DL+LL+ST 1.00 0.000 in at 0.000 ft Max Y-Y Axis Deflection -0.785 in at 15.000 ft Z-1 Devine Engineering Poway, CA I Rev: 580009 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title: Dsgnr: Description : Scope: Steel Column Description Typical (E) cant col resisting seismic load Weak Axis ~ection Properties HSS6X4X1/4 i i!llli _, I Jh DAI " ii Depth 6.000 in Weight 14.61 #/ft Web Thick 0.233 in lxx 20.900 in4 Width 4.ooo in lyy 11.100 in4 Flange Thick 0.233 in Sxx 6.960 in3 Area 4.30 in2 Syy 5.560 in3 Rt 2.000in Rxx 2.200 in Ryy 1.610 in Section Type = HSS-Rectan Job# Date: 7:51PM, 18 APR 08 Page 2 is1s mech platform.ecw:Calculations· Values for LRFD Design .... J 23.600 in4 Cw 10.10 in6 zx 8.530 in3 Zy 6.450 in3 0.000 I -i.,1( T'fP ------------------------- i' I ·I ,1 -j ,1 ·I · 11 1- 'I li !i ii i. !' 1 l, !' 11 f l'. J· !1 " " ;, Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM1 and BM2 General Information Steel Section : MC12X10.6 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads 4.00 ft 0.00 ft 0.00 ft 4.00 ft #1 0.017 0.100 #2 DL LL ST Start Location End Location Summary Title: Dsgnr: Description : Scope: Steel Beam Design Job# Date: 7:52PM, 18 APR 08 Page 1 isis mech platform.ecw.Platform Beams Code Ref: AISC 9th ASD, 1997 use, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft BeamOK Static Load Case Governs Stress Using: MC12X10.6 section, Span a; 4.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/ Fv j Force & Stress Summary WWW¥ Max. M + Max. M - Max. M@ Left Max. M @ Right Shear@'Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... Query Defl @ Maximum 0.26 k-ft 0.26 k 0.26 k -0.000 in O.OOOin 0.000 in 0.000 ft Actual 0.255 k-ft 0.333 ksi 0.034: 1 0.255 k 0.112 ksi 0.008 : 1 DL ...Qn!L 0.06 0,06 0.06 0.000 0.000 0.000 0.000 Reaction @ Left 0.26 0.06 Reaction @ Rt 0.26 0.06 Fa calc'd per Eq. E2-2, K*Ur > Cc Allowable 7.403 k-ft 9.656 ksi 32.832 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl} Ii i -0.000 in 485456.9: 1 104795.3 :1 <<--These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants ~~ ~ft 0.26 0.26 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.26 0.26 0.26 0.26 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af /(I* d) ii Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM1 and BM2 ~ection Properties MC12X10.6 Depth 12:000 in Web Thick 0.190 in Width 1'.S00in Flange Thick 0.309 in Area 3.10 in2 Xcg Dist. 0.269 in Values for LRFD Design .... J 0.060 in4 Cw 11.70 in6 Title: Dsgnr: Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy K 10.53 #/ft 55.300 in4 0.378 in4 9.200 in3 0.307 in3 4.220 in 0.349 in 11.600 in3 0.635 in3 0.750 in Job# Date: 7:52PM, 18 APR 08 Page 2 1sis mech platform.ecw:Platform Beams Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineenng Software Description BM3 General Information Title: Dsgnr: Description : Scope: Steel Beam Design Job# Date: 7:53PM, 18 APR 08 Page 1 isis mech platform.ecw:Platrorm Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ~~&P:~t@t:zdM:*%..;;;;;@t\#XU@W:,rz~::::------~-=-ll)Ji!l---=~~m:i:11.sm~m:==~ Fy 36.00ksi Steel Section: W12X22 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location #1 0.077 0.450 2.500 #1 0.520 -3.000 2.50 ft 3.00 ft 3.00 ft 3.00 ft #2 0.064 0.375 -3.000 #2 0.520 5.500 Pinned-Pinned Bm Wt. Added to Loads LL &.ST Act Together #3 0.064 0.375 2.500 5.500 #3 #4 #4 #5 #5 Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft BeamOK Static Load Case Governs Stress Using: W12X22 section, Span = 2.50ft, Fy = 36.0ksi, Left Cant. = 3.00ft, Right Cant. = 3.00ft End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv I Fv Actual 3.635 k-ft 1.717 ksi 0.072 : 1 1.887 k 0.590 ksi 0.041 : 1 Allowable 50.292 k-ft 23.760 ksi 46.089 k 14.400 ksi Max. Deflection Length/DL Def! Length/{DL +LL Def!) 0.009 in 87,297.9 :1 8,152.6 :1 I Force & Stress Summary ™;iiM?:WMUJi~JQJ# ¥ :&.StJli&\R l Z l'i~IWA:ZP@MittJt:m& t# 5;;;-s;;;;:;:m;;;::~ a»tt& ii %¼\itiiti iffkh:l'I t:wa:rnti%0i~ iii tl%tnM ¾ 4i :t Mkmiit&U\:1, %/iPmttl <m Max. M + Max. M- Max. M @Left Max. M @ Right · Shear@ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Deft ... Query Defl@ Maximum 3.63 k-ft · 1.89 k 1.89 k 0.001 in 0.009 in 0.009 in 0.000 ft DL __Qruy_ -0.39 -0.39 -0.39 0.26 0.26 0.000 -0.001 -0.001 0.000 Reaction @ Left 3.89 0.38 Reaction @ Rt 3.89 0.38 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.04 -0.39 -0.39 -0.39 0.69 0.69 0.000 -0.000 -0.000 0.000 0.94 0.94 0.000 -0.000 -0.000 0.000 0.94 0.94 -3.63 -3.63 -3.63 1.89 1.89 0.001 -0.009 -0.009 0.000 2.03 2.03 k-ft k-ft k-ft k-ft k k 0.001 in -0.009 in -0.009 in 0.000 in 2.03 k 2.03 k Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983;2003 ENERCALC Engineering Software Description BM3 Title: Dsgnr: Description : Scope: Steel Beam Design Job# Date: 7:53PM, 18 APR 08 Page 2 1s1s mech platform.ecw;P/atform Beams I Section Properties W12X22 ~n;;:w; :s1wx,;::1 me 1~ r ~;1:;mm~~n.c;;M,t;;:r•aae,;rw:::et 4,e,:u,~~ffEOO Depth 12.310 in Weight 22.01 #/ft Web Thick 0.260 in lxx 156.000 in4 Width ·4.003 in lyy 4.660 in4 Flange Thick 0.425 in Sxx 25.400 in3 Area 6.48 in2 Syy 2.310 in3 Rt 1.020 in R-xx 4.910 in Values for LRFD Design .... R-yy . 0.848 in J 0.290 in4 zx 29.300 in3 Cw 165.00 in6 Zy 3.660 in3 K 0.725 in Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM4 General Information Steel Section: W12X22 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.085 LL 0.500 ST Start Location End Location Summary 2.50 ft 0.00 ft 0.00 ft 0.00 ft #2 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:53PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw:Platforlll Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft . ft ft Beam OK Static Load Case Governs Stress Using: W12X22 section, Span= 2.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv / Fv Actual 0.474 k-ft 0.224 ksi 0.009 : 1 0.759 k 0.237 ksi 0.016 : 1 Allowable 50.292 k-ft 23.760 ksi 46.089 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.000 in ######.#: 1 254399.5: 1 I Force & Stress Summary oowt¥w1 • itttM'ttP44-11JiW;:;2w@wmnwJNu1,,,;;;K,;d2:nttwaw ¥i#Pt& P P#W:ttt&tttttr-t:est@ite¥12 a1t:+anmu ¥Bii®Wi &#:a;~t DL Maximum _Q[!]y_ Max. M + 0.47 k-ft 0.08 Max. M- Max. M@Left Max. M @ Right Shear@ Left 0.76 k 0.13 Shear @ Right 0.76 k 0.13 Center Def!. -0.000 in 0.000 Left Cant Defl O.OOOin 0.000 Right Cant Defl 0.000 in 0.000 ... Query Defl@ 0.000 ft 0.000 Reaction@ Left 0.76 0.13 Reaction@ Rt 0.76 0.13 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy <<-These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants OM ~ 0.76 0.76 -0.000 -0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.76 0.76 0.76 0.76 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Devine Engineering Poway, CA I Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM4 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Job# Date: 7:53PM, 18 APR 08 Page 2 is,s mech platform ecw:Platform Beams ~,,;t2£0 ~z;, ¥:f,1:~~~~i#P "'"" '""'"'"'lt.\iiid!§IW NM\\ iii i1''7'1W7rnW::I i"li /%1PN; :@ 't ¾111"!P@W!%10 1Mli"WU\W®\!I U¾ ii _ _J Depth 12.310 in Weight 22.01 #/ft Web Thick 0.260 in lxx 156.000 in4 Width 4.003 in Flange Thick Area Rt Values for LRFD Design .... J Cw 0.425 in 6.48 in2 1.020 in 0.290 in4 165.00 in6 lyy 4.660 in4 Sxx 25.400 in3 Syy 2.310 in3 R-xx 4.910 in R-yy 0.848 in Zx 29.300 in3 Zy 3.660 in3 K 0.725 in Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineertng Software m Description BM5 General Information Steel Section : W12X45 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.020 LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location mmary #1 3.900 2.500 29.50 ft 0.00 ft 0.00 ft 5.00 ft #2 #2 0.730 7.500 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:54PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw:Platform Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #3 3.900 12.500 #4 #4 3.900 15.500 Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi #5 #5 0.730 20.500 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft. k/ft ft ft Note! Short Term Loads Are WIND Loads. #6 3.900 25.500 #7 k k k ft Beam OK Static Load Case Governs Stress Using: W12X45 section, Span = 29.50ft, Fy = 50.0ksi End Fixity = Pinned-Pinned, Lu = 5.00ft, LDF = 1.000 Actual Allowable 158.675 k-ft 33.000 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary &~-u:w; ¥ t m vtemtm : w; tt»-M uw Max. M + Max. M- Max. M @Left Max. M @ Right Shear@ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def! ... Query Defl@ Maximum 77.72 k-ft 9.92 k 9.05 k -1.142 in O.OOOin 0.000 in 0.000 ft 77.716 k-ft 16.163 ksi 0.490 : 1 9.920 k 2.455 ksi 0.123 : 1 DL _Q!Jk_ 7.05 0.96 0.96 -0.109 0.000 0.000 0.000 Reaction @ Left 9.92 0.96 Reaction @ Rt 9.05 0.96 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 80.802 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -1.142 in 3,233.7 :1 309.9 :1 <<-These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 77.72 9.92 9.05 -1.142 -1.142 0.000 0.000 0.000 0.000 0.000 0.000 9.92 9.92 9.05 9.05 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM5 [section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw W12X45 12.060 in 0.335 in 8.045 in 0.575 in 13.20 in2 2.150 in 1.310in4 1,650.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K 44.84 #/ft 348.000 in4 50.000 in4 57.700 in3 12.400 in3 5.150 in 1.950 in 64.200 in3 19.000 in3 1.080 in Job# Date: 7:54PM, 18 APR 08 Page 2 Isis mech platform.ecw:Plalform Beams 31 Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM6 General Information Steel Section : W12X22 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.037 LL 0.200 ST Start Location End Location Point Loads Dead Load Live Load Short Term Location mmary #1 9.900 2.750 8.33 ft 0.00 ft 0.00 ft 0.00 ft #2 #2 9.900 5.000 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:54PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw:Platform Beams Code Ref: AISC 9th ASD, 1997 USC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #"3 #4 #3 #4 #5 #5 Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft Beam OK Static Load Case Governs Stress Using: W12X22 section, Span= 8.33ft, Fy = 50.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv/ Fv I Force & Stress Summary tiiiii iii Maximum Max. M + 32.83 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 11.67 k Shear @ Right 10.29 k Center Defl. -0.088 in Left Cant Deft O.OOOin Right Cant Deft 0.000 in ... Query Deft@ 0.000 ft Actual 32.827 k-ft 15.509 ksi 0.470: 1 11.668 k 3.646 ksi 0.182 : 1 DL ..Qn!L 0.51 · 0.25 0.25 -0.001 0.000 0.000 0.000 Reaction @ Left 11.67 0.25 Reaction @ Rt 10.29 0.25 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy Allowable 69.850 k-ft 33.000 ksi 64.012 k 20.000 ksi Max. Deflection Length/DL Deft Length/(DL +LL Dell) -0.088 in 70,740.4 : 1 1,139.4 : 1 <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 32.83 k-ft 11.67 10.29 -0.088 -0.088 0.000 0.000 0.000 0.000 0.000 0.000 11.67 11.67 10.29 10.29 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k .I Devine Engineering Poway, CA 1 Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c}1983-2003 ENERCALC ng Software Description BM6 ~ection P;?perties W12X22 Depth 12.310 in Web Thick 0.260 in Width 4.003 in Flange Thick 0.425 in Area 6.48 in2 Rt 1.020 in Values for LRFD Design .... J 0.290 in4 Cw 165.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design F!Ur' T em ij Weight 22.01 #/ft lxx 156.000 in4 lyy 4.660 in4 Sxx 25.400 in3 Syy 2.310 in3 R-xx 4.910 in R-yy 0.848 in Zx 29.300 in3 Zy 3.660 in3 K 0.725 in Jqb # Date: 7:54PM, 18 APR 08 Page 2 isis mech platform.ecw:Platform Beams Devine Engineering Poway, CA 1 Rev: 580007 · User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineertng Software Description BM? General Information Steel Section: W12X45 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Summary #1 0.102 1.800 20.10 ft 0.00 ft 0.00 ft 10.00 ft #2 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:54PM, 18 APR 08 Steel Beam Design Page 1 isis rnech platforrn.ecw:Platform Beams Code Ref: AISC 9th ASD, 1997 USC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W12X45 section, Span = 20.1 Oft, Fy = 50.0ksi End Fixity= Pinned-Pinned, Lu = 10.00ft, LDF = 1.000 Actual Allowable 144.250 k-ft 30.000 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/ Fv 98.318 k-ft 20.447 ksi 0.682: 1 19.566 k 4.843 ksi 0.242: 1 J Force & Stress Summary Gi#WWtthii httWt1'.Utl/itB #51\#£&7 ¥t i#i Max. M + Max. M- Max. M@ Left Max. M @ Right Shear@Left Shear @ Right Center Def!. Left Cant Def! Right Cant Def! ... Query Def!@ Maximum 98.32 k-ft 19.57 k 19.57 k -0.708 in O.OOOin 0.000 in 0.000 ft DL ..Qn!y_ 7.42 1.48 1.48 -0.053 0.000 0.000 0.000 80.802 k 20.000 ksi Max. Deflection Length/DL Def! Length/(DL +LL Def!) -0.708 in 4,514.0: 1 340.5 : 1 • A\ #1 i¥¥ f fti@MHM I WW/ii¾# 1 FM itlttt%\I I lo! M • I'. >1 #II 11!&/iidl)iW/ii l';lil <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 98.32 k-ft 19.57 19.57 -0.708 -0.708 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in Reaction@ Left 19.57 1.48 19.57 19.57 k k Reaction@ Rt 19.57 1.48 19.57 19.57 Fa calc'd per Eq. E2-2, K*Ur > Cc I Beam, Major Axis, (102,000 *Cb/ Fy)A.5 <= L/rT <= (510,000 * Cb I Fy)A.5, Fb per Eq, F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af I (I* d) 3i Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM7 l§~ction Properties W12X45 M Depth 12.060 in Web Thick 0.335 in Width 8.045 in Flange Thick 0.575 in Area 13.20 in2 Rt 2.150 in Values for LRFD Design .... J 1.310in4 Cw 1,650.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design ; rn, ;; Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K 44.84 #/ft 348.000 in4 50.000 in4 57.700 in3 12.400 in3 5.150 in 1.950 in 64.200 in3 19.000 in3 1.080 in Job# Date: 7:54PM, 18 APR 08 Page 2 1sis mech platform.ecw:Platforrn Beams Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM8 General Information Steel Section : W12X45 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.085 LL 1.500 ST Start Location End Location mmary 20.10 ft 0.00 ft 0.00 ft . 10.00 ft #2 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:55PM, 18 APR 08 Steel Beam Oesign Page 1 isis mech platform.ecw:Platform Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinn!,ld-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft BeamOK Static Load Case Governs Stress Using: W12X45 section, Span= 20.10ft, Fy = 50.0ksi End Fixity= Pinned-Pinned, Lu= 10.00ft, LDF = 1.000 Actual Allowable 144.250 k-ft 30.000 ksi Moment fb : Bending Stress fb/ Fb 82.309 k-ft 17.118 ksi 0.571 : 1 Max. Deflection Length/DL Deft Length/(DL+LL Def!) -0.593 in 5,105.1 : 1 406.7 :1 Shear fv : Shear Stress fv I Fv 16.380 k 4.054 ksi 0.203 : 1 I Force & Stress Summary i'..\.:i;itUM~Wilt4i@ kWBWUM&M;¥tttt4&/ AW@# t @Pt4%##W@Ott:l%H± 5§ Max. M + Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Def! Right Cant Def! ... Query Defl @ Maximum 82.31 k-ft 16.38 k 16.38 k -0.593 in O.OOOin 0.000 in 0.000 ft DL ...Qn!L 6.56 1.30 1.30 -0.047 0.000 0.000 0.000 80.802 k 20.000 ksi ¥¾li!.ii:; I& Mt-M@P MU\WWH tHR¥%1 t# µ:\ iWZ.tJ\ii#%##i-1¥J.Mtfl\ ilHik i#ittU¥1 MS&:§ <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 82.31 k-ft 16.38 16.38 -0.593 -0.593 0.000 0.000 0.000 0.000 0.000 0.000· 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in Reaction@ Left 16.38 1.30 16.38 16.38 k k Reaction@ Rt 16.38 1.30 16.38 16.38 Fa calc'd per Eq. E2-2, K*Ur > Cc I Beam, Major Axis, (102,000 *Cb/ Fy)A.5 <= UrT <= (510,000 *Cb/ Fy)A.5, Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af /(I* d) ""™ ,J Devine Engineering Poway, CA ! Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM8 ~ection Properties W12X45 W II Depth 12.060 in Web Thick 0.335 in Width 8.045 in Flange Thick 0.575 in Area 13.20 in2 Rt 2.150 in Values for LRFD Design .... J 1.310 in4 Cw 1,650.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight !xx lyy Sxx Syy R-xx R-yy Zx Zy K 44.84 #/ft 348.000 in4 50.000 in4 57.700 in3 12.400 in3 5.150 in 1.950 in 64.200 in3 19.000 in3 1.080 in Job# Date: 7:55PM, 18 APR 08 Page 2 1sis mech platform.ecw:Platform Beams 31 Devine Engineering Poway, CA l Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:55PM, 18 APR 08 Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC,Engineering Software Steel Beam Design Page 1 isis mech platform.ecw:Platform Beams Description BM9 General Information Code Ref: AISC 9th ASD, 1997 USC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X22 Center Span Left Cant. Right Cant Lu : Unbraced Length 10.33 ft 0.00 ft 0.00 ft 10.33 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST ActTogether Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. . DL LL ST Start Location End Location Summary #1 0.102 1.800 #2 #3 Using: W12X22 section, Span= 10.33ft, Fy = 50.0ksi End Fixity= Pinned-Pinned, Lu= 10.33ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/ Fv I Force & Stress Summary Max. M + Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right CenterDefl. Left Cant Defl Right Cant Defl ... QueryDefl@ Maximum 25.66 k-ft 9.94 k 9.94 k -0.109 in O.OOOin 0.000 in 0.000 ft Actual 25.664 k-ft 12.125 ksi 0,906 : 1 9.938 k 3.105 ksi' 0.155 : 1 DL ...Qn!L 1.65 0.64 0.64 -0.007 0.000 0.000 0.000 #4 Allowable 28.318 k-ft 13.379 ksi 64.012 k 20.000 ksi #5 #6 #7 kif! kif! kif! ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.109 in 17,651.1 : 1 1,137.7: 1 <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants ~~ M 9.94 9.94 -0.109 -0.109 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 9.94 0.64 9.94 9.94 k Reaction @ Rt 9.94 0.64 9.94 Fa calc'd per Eq. E2-2, K*Ur > Cc I Beam, Major Axis, L/rT > (510,000 • Cb I Fy)".5, Fb per Eq. F1-7 I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af I (I* d) 9.94 k J 38 Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineeri Software Description BM9 l§ection Properties W12X22 Depth 12.310 in Web Thick 0.260 in Width 4.003 in Flange Thick 0.425 in Area 6.48 in2 Rt 1.020 in Values for LRFD Design .... J 0.290 in4 Cw 165.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy K -22.01 #/ft 156.000 in4 4.660 in4 25.400 in3 2.310 in3 4.910 in 0.848 in 29.300 in3 3.660 in3 0.725 in Job# Date: 7:55PM, 18 APR 08 Page 2 1sis mech platform.ecw.Platform Beams Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM10 General Information Steel Section ~ Center Span t-1 C\Z..;<.io, Gg_oo ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 5.00 ft Distributed Loads DL LL ST Start Location End Location Summary Shear #1 0.065 0.800 fv : Shear Stress fv I Fv I Force & Stress Summary Max. M + Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Defl Right Cant Defl ... QueryDefl@ Maximum 2.77 k-ft 2.21 k 2.21 k -0.003 in O.OOOin 0.000 in 0.000 ft #2 2.214 k 0.654 ksi 0.045 : 1 DL _Qo1L 0.27 0.21 0.21 -0.000 0.000 0.000 0.000 Reaction @ Left 2.21 0.21 Reaction @ Rt 2.21 0.21 Fa calc'd per Eq. E2-2, K*Ur > Cc Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:55PM, 18 APR 08 . Steel Beam Design Page 1 isis mech platform.ecw:Platforrn Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST ActTogether Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #3 #4 48.730 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL +LL Def!) -0.003 in 186359.1 : 1 18,022.9 ; 1 «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 277 k~ 2.21 2.21 -0.003 -0.003 0.000 0.000 0.000 0.000 0.000 0.000 2.21 2.21 2.21 2.21 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k .. J I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af I (I* d) yo Devine Engineering Poway, CA Rev: 580007 User. KW-0605923, Ver 5.8.0, 1-Dec-2003 {c)1983-2003 ENERCALC Engineering Software Description BM10 ~ection Properties C12X20._7 Depth 12.000 in Web Thick 0.282 in Width 2.940 in Flange Thick 0.501 in Area 6.08 in2 Xcg Dist. 0.698 in Values for LRFD Design .... J 0.369 in4 Cw 112.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy K .,. 20.65 #/ft 129.000 in4 3.860 in4 21.500 in3 1.720 in3 4.610 in 0.797 in 25.600 in3 3.470 in3 1.125 in Job# Date: 7:55PM, 18 APR 08 Page 2 1sis mech platform.ecw:Platform Beams vi I Devine Engineering Poway, CA • Rev: 580007 User: KW-0605923, Ver 5,8.0, 1-Dec-2003 (c)1983-2003 ENERCALC E earing Software Description BM11- General Information Steel Section : Center Span Left Cant. Right Cant Lu : Unbraced Length point Loads Dead Load Live Load Short Term Location Summary #1 2.300 -5.440 "~-0 C,\ Z-3.20 ft 5.44 ft 0.00 ft 0,00 ft #2 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:55PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw:Platforn, Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft Beam OK Static Load Case Governs Stress Using: W12X22 section, Span= 3.20ft, Fy = 50.0ksi, Left Cant.= 5.44ft, Right Cant. = 0.00ft End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv/ Fv I Force & Stress Summary Max. M + Max. M- . Max. M @ Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Defl Right Cant Deft ... Query Deft@ Maximum 12.84 k-ft 4.05 k 3.98 k 0.003 in 0.076in 0.000 in 0.000 ft 12.838 k-ft 6.065 ksi 0.184: 1 4.047 k 1.264 ksi o.~63 : 1 DL ~ -0.33 -0.33 0.14 0.07 0.000 -0.002 0.000 0.000 Reaction @ Left 6.47 0.26 Reaction @ Rt -3.98 -0.07 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy Allowable 69.850 k-ft 33.000 ksi 64.012 k 20.000 ksi Max. Deflection Length/DL Deft Length/(DL +LL Defl) Ill I II 0.076 in 82,689.4 : 1 1,711.0:1 «-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants k-ft -0.33 -12.84 k-ft -0.33 -12.84 k-ft k-ft 0.14 4.05 k 0.07 3.98 k 0.000 0.000 0.003 0.003 in -0.002 -0.002 -0.076 -0.076 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.26 0.26 6.47 6.47 k -0.07 -0.07 -3.98 -3.98 k I Section Properties W12X22 4 k id I Depth 12.310in Web Thick 0.260 in Width 4.003 in Flange Thick 0.425 in Area 6.48 in2 Rt 1.020 in Values for LRFD Design .... J 0.290 in4 Cw 165.00 in6 Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy K 22.01 #/ft 156.000 in4 4.660 in4 25.400 in3 2.310 in3 4.910 in 0.848 in 29.300 in3 3.660 in3 0.725 in Devine Engineering Poway, CA Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:56PM, 18 APR 08 Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering-Software Steel Beam Design Page 1 isis mech platform.ecw:Platform Beams Description BM12 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C12X20.7 Center Span Left Cant. Right Cant Lu : Unbraced Length 8.50 ft 0.00 ft 0.00 ft 8.50 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL 0.065 LL 0.800 ST Start Location End Location Summary #2 #3 Using: C12X20.7 section, Span= 8.50ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 8.50ft, LDF = 1.000 Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv I Fv I Force & Stress Summary ea Max. M+ Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Def!. Left Cant Def! Right Cant Def! ... Query Def!@ Maximum 8.00 k-ft 3.76 k 3.76 k -0.028 in O.OOOin 0.000 in 0.000 ft Actual 7.999 k-ft 4.464 ksi 0.309 : 1 3.764 k 1.112 ksi 0.077: 1 DL _.Q!JJL 0.77 · 0.36 0.36 -0.003 0.000 0.000 0.000 Reaction @ Left 3.76 0.36 Reaction@ Rt 3.76 0.36 Fa calc'd per Eq. E2-2, K*Ur > Cc #4 Allowable 25.873 k-ft 14.441 ksi 48.730 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.028 in 37,931.8: 1 3,668.4: 1 <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 8.00 k-ft 3.76 3.76 -0.028 -0.028 0.000 0.000 0.000 0.000 0.000 0.000 3.76 3.76 3.76 3.76 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af I (I * d) J Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM12 Section Properties C12X20.7 Depth 12.000 in Web Thick 0.282 in Width 2.940 in Flange Thick 0.501 in Area 6.08 in2 Xcg Dist. 0.698 in Values for LRFD Design .... J 0.369 in4 Cw 112.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight 20.65 #/ft lxx 129.000 in4 lyy 3.860 in4 Sxx 21.500 in3 Syy 1.720 in3 R-xx 4.610 in R-yy 0.797 in Zx 25.600 in3 Zy 3.470 in3 K 1.125in Job# Date: 7:56PM, 18 APR 08 Page 2 isis mech platform.ecw:Platforrn Beams Devine Engineering Poway, CA ' Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM13 General Information Steel Section : C12X30 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location Summary #1 0.020 0.100 #1 9.900 4.500 14.25 ft 0.00 ft 0.00 ft 5.00 ft #2 #2 9.900 10.330 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:56PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw: Plaform Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #3 #4 #5 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 -29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft BeamOK Static Load Case Governs Stress Using: C12X30 section, Span= 14.25ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 5.00ft, LDF = 1.000 Moment fb : Bending Stress fb / Fb · Shear fv : Shear Stress fv/ Fv I Force & Stress Summary Max. M + Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear@ Right Center Dell. Left Cant Defl Right Cant Def! ... Query Def!@ Maximum 46.03 k-ft 10.57 k 11.37 k -0.373 in O.OOOin 0.000 in 0.000 ft Actual 46.026 k-ft 20.456 ksi 0.947: 1 11.371 k 1.858 ksi 0.129 : 1 DL __Qnjy_ 1.27 0.36 0.36 -0.010 0.000 0.000 0.000 Reaction @ Left 10.57 0.36 Reaction @ Rt 11.37 0.36 Fa calc'd per Eq. E2-2, K*Ur > Cc Allowable 48.600 k-ft 21.600 ksi 88.128 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Dell) -0.373 n 17,344.5: 1 458.7: 1 nu , <<--These columns are Dead + Live Load placed as noted->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants ~.00 ~ 10.57 11.37 -0.373 -0.373 0.000 0.000 0.000. 0.000 0.000 0.000 10.57 10.57 11.37 11.37 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af /(I* d) I lf5 Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM13 I Section Properties C12X30 -Depth 12.000 in Web Thick 0.510 in Width 3.170 in Flange Thick 0.501 in Area 8.81 in2 Xcg Dist. 0.674 in Values for LRFD Design .... J 0.861 in4 Cw 151.00 in6 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy K .SIH 29.92 #/ft 162.000 in4 5.120 in4 27.000 in3 2.050 in3 4.290 in 0.762 in- 33.800 in3 4.320 in3 1.125 in Job# Date: 7:56PM, 18 APR 08 Page 2 is1s mech platform.ecw:Platform Beams Cl'M H i£ ..... 1 Devine Engineering Poway, CA Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description BM14 General Information Steel Section : C12X30 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location Summary #1 0.020 0.100 #1 9.900 1.670 13.50 ft 0.00 ft 0.00 ft 6.00 ft #2 #2 9.900 7.670 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 7:56PM, 18 APR 08 Steel Beam Design Page 1 isis mech platform.ecw:Platform Beams Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #3 #4 #5 #5 Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft kif! ft ft Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft BeamOK Static Load Case Governs Stress Using: C12X30 section, Span= 13.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable 48.600 k-ft 21.600 ksi Moment fb : Bending Stress fb I Fb Shear fv : Shear Stress fv / Fv 43.278 k-ft 19.235 ksi 0.890 : 1 13.963 k 2.281 ksi 0.158 : 1 88.128 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.273 in 20,398.8 :1 592.6 :1 ,~~f;i:,S~,z~::.~;..;~Ti'!!'!s'"~!iiiifiii!iiil.ffiCid®IH@Ml#W##l#,.liniiii• g,m, !iiiiGI a ,.............,,,ii¢, $NM #i#l i Wd&MNI_J DL Maximum _QDJy_ Max. M + 43.28 k-ft 1.14 Max. M- Max. M@Left Max. M @ Right Shear@ Left 13.96 k 0.34 Shear @ Right 7.86 k 0.34 Center Defl. · -0.273 in -0.008 Left Cant Defl O.OOOin 0.000 Right Cant Defl 0.000 in 0.000 ... QueryDefl@ 0.000 ft 0.000 Reaction@ Left 13.96 0.34 Reaction @ Rt 7.86 0.34 Fa calc'd per Eq. E2-2, K*Ur > Cc <<--These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 43.28 k-ft 13.96 7.86 -0.273 -0.273 0.000 0.000 0.000 0.000 0.000 0.000 13.96 13.96 7.86 7.86 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af I (I* d) Devine Engin~ering foway, CA ., Rev: 580007 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineeri Software Description BM14 Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Beam Design Job# Date: 7:56PM, 18 APR 08 Page 2 isis mecli platform.ecw:Platform Beams [section Properties C12X30 t ~: # l@ ti i t¼Jit£:Ct&t :£,; Y: #M C:t :tl F !Pt #t t # 4t ' tft PAW ~tw#ttiUJM/;P/$, ¾ t h~ ti: @;.n/¾l#WiM& iie\M a ;;;;u£:&WbiiifM MW MW Depth 12.000 in Web Thick 0.510 in Width 3.170 in Flange Thick 0.501 in Area 8.81 in2 Xcg Dist. 0.674 in Values for LRFD Design .... J 0.861 in4 Cw 151.00 in6 Weight lxx lyy Sxx Syy R-xx R-yy zx Zy K 29.92 #/ft 162.000 in4 5.120 in4 27.000 in3 2.050 in3 4.290 in 0.762 in 33.800 in3 4.320 in3 1.125 in 1-1/2 (38.1) STEEL 2 14 ga. (50.8) 2·1/2 (63.5) 1·1/2 (38.1) 2 6.2 STEEL (50.8) (9.23) 12 ga. 2·1/2 6.6 (63.5) (9.82) 3 7.0 (76.2) (10.4) 1-1/2* 1.49 (38.1) (2.22) ALUM. 2 1.59 ALLOY (50.8) (2.36) 5052 12 ga. 2·1/2* 1.67 .080· (63.5) (2.48) 3* 1.75 (76.2) (2.60) 1-1/2* 1.88 (38.1) (2.79) ALUM. 2* 2.00 \l}50/ (50.8) (2.98) 10 ga. · 100· 2·1/2* 2.11 (63.5) (3.14) STAINLESS STEEL 304 16 ga. 2 STAINLESS (50. 8) STEEL 316 16 ga. 3.7 52016-S (5.51) 3.7* (5.51) 7'-0" 7•.5• 76 66 .71 .83 259 243 .57 .66 86 76 .45 .52 296 278 .36 .42 62 55 .89 1.03 213 201 .71 .82 97 85 .65 .75 332 312 .52 .60 123 109 .52 .60 484 453 .41 .48 178 155 .44 .51 609 570 .36 .41 73 63 .85 .98 249 232 .68 .78 89 78 .77 .88 305 285 .61 .70 68 59 1.13 1.30 232 216 .90 1.04 93 81 .88 1.01 319 298 .70 .81 120 105 .68 .78 412 384 .54 .62 48 .61 165 .49 a·-o· g•.o• 1 o·-o· 11 ·-o· 12·-o" 59 47 .95 1.21 230 207 .76 .97 67 54 .60 .77 262 236 .48 .62 49 1.18 190 .95 75 60 .86 1.11 295 .69 87 .68 426 .55 137 .58 537 .47 68 1.00 267 .80 71 1.15 279 .92 92 .89 360 .71 266 .89 71 .87 382 .70 109 .74 480 .60 44 .96 216 .77 50 42 1.39 1.70 243 224 1.11 1.36 59 59 50 1.09 1.33 1.60 347 319 295 .87 1.06 1.28 89 74 63 .93 1.13 1.36 436 399 369 .74 .90 1.09 I Devine Engineering foway, CA ~ Rev: 580000 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description Typ Ext Ftg Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Square Footing Design Job# Date: 7:57PM, 18 APR 08 Page 1 ,sis mech platform.ecw:Platform Beams General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor 0.000 k 27.000 k 0.000 k 4 100.000 psf 145.00 pcf 1.330 Footing Dimension Thickness # of Bars Bar Size Rebar Cover re Fy 3.500 ft 12.00 in 4 5 3.250 3,000.0 psi 60,000.0 psi Column Dimension 0.00 in Allowable Soil Bearing 2,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0017 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0022 % Summary I Footing OK 3.50ft square x 12.0in thick with 4-#5 bars Max. Static Soil Pressure 2,449.08 psf Vu : Actual One-Way 42.29 psi Allow Static Soil Pressure 2,500.00 psf Vn*Phi : Allow One-Way 93.11 psi Max. Short Term Soil Pressure 2,449.08 psf Vu : Actual Two-Way 168.84 psi Allow Short Term Soil Pressure 3,325.00 psf Vn*Phi : Allow Two-Way 186.23 psi Alternate Rebar Selections ... Mu :Actual 6.26 5 #4's 3 #S's 3 #6's Mn * Phi : Capacity 12.90 2 #?'s 2 #8's # 9's #10's J. DEVINE ENGINEERING, INC. 12316 Oak Knoll Rd., Suite C Poway, CA 92064 (858) 748-6168 S\ JOB::;:: _f£.S SHEETNO._-~_.._,I,._ ___ Of _ __,__' ___ _ cALCULATEDBY__.:...fa;_L ______ ( ____ DATE s/o& CHECKEOBY-------DATE----- SCALE ------------'~--- srefL co~ 1< -..,/' '1. ,',.. /,7 -: Cl I l-}< rnn.y O fl(,}.{ : > '?.., ,.. v , mA-1 v ~fl,r r,,7:M<,r,r:.b-= ~to tJ Pl- 1 S'1 fJ L t.. I \rf.JNf : rJo/0:,t !, JC -x 'f':>-0 ~ @) CJ) B o<-i Co f\Jv-'i? err-~ -'I V4,, ~ j 7, '1 ,, )7 'Z. <-I</ "P ,, D PIOClUCT 207 Devine Engineering yoway, CA . ! Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 3:53PM, 18 MAY 08 Rev: 580009 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineer, Software Steel Column Page 1 isis mech platform.ecw:Platform Beams Description Typ HSS Column on (E) wall General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X1/4 Column Height 4.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined j Loads in MPM#ii ts M@ &# hi¥ !@ Mi l Axial Load •.• Dead Load Live Load Short Term Load mary k 29.80 k k Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 46.00 ksi 1.330 29,000.00 ksi 4.000 ft 4.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments X-X Sidesway : Y-Y Sidesway: Kxx Kyy /.ni,3 '' 2.000 in 0.000 in Restrained Restrained 1.000 1.000 Section·: HSS4X4X1/4, Height= 4.00ft, Axial Loads: DL = Unbraced Lengths: X-X = 4.00ft, Y-Y = 4.00ft Column Design OK 0.00, LL= 29.80, ST= 0.00k, Ecc. = 2.000in Combined Stress Ratios Dead Live 0.7074 0.8741 DL+ LL 0.7074 0.8741 DL + ST + (LL if Chosen) 0.5278 AISC Formula H1 -1 AISC Formula H1 -2 0.6572 AISC Formula H1 -3 N J, hh fihMht¥1//Mrl¥ I f 1f'i7Wffld MW¾4i Allowable & Actual Stresses Fa : Allowable Dead Live 24.95 ksi 8.84 ksi DL + LL 24.95 ksi 8.84 ksi DL + Short fa: Actual Fb:xx: Allow [F3.1] fb : xx Actual Fb:yy: Allow [F3.1] fb : yy Actual I Analysis Values t'HtH12nw1, 1n1 n a:t.rn•sJ: ;;;;. g F'ex: DL+LL F'ey: DL+LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X-X Axis Deflection 150,015 psi 150,015 psi 199,519 psi 199,519 psi -0.039 in at 24.95 ksi 0.00 ksi 27.60 ksi 0.00 ksi 27.60 ksi 0.00 ksi 27.60 ksi 15.28 ksi 27.60 ksi 0.00 ksi 27.60 ksi 15.28 ksi 27.60 ksi 0.00 ksi 33.18 ksi 8.84 ksi 36.71 ksi 15.28 ksi 36.71 ksi 0.00 ksi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 Cm:y DL+LL 0.60 Cb,y DL+LL 1.00 Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 2.320 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft J Devine Engineering foway, CA ~ Rev: 580009 User: KW-0605923, .Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description Typ HSS Column on (E) wall Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Steel Column Job# Date: 3:53PM, 18 MAY 08 Page 2 isis mech platform.ecw:Platforni Beams ~2::e!!!!!!r~~1*'~{,f ~--m O "'" a -~---::l Depth 4.ooo in Weight 11.45 #/ft Values for LRFD Design .... Web Thick 0.233 in lxx 7.800 in4 J 12.800 in4 Width 4.ooo in lyy Flange Thick 0.233 in Sxx Area 3.37 in2 Syy Rt O.O00in Rxx Ryy Section Type = HSS-Square 7.800 in4 Cw 6.56 in6 3.900 in3 zx 4.690 in3 3.900 in3 Zy 4.690 in3 1.520 in 0.000 1.520 in Devine Engineering Joway, CA , Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# '54 Date: 3:54PM, 18 MAY 08 / Rev: 580002 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC En . Software Steel Column Base Plate isis mech platform.ecw:Platfo1111 Beams Description · Typical HSS Base Plate General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width ummary 29.80 k 0.00 k-ft 6.000 in 10.000 in 0.120 in 6.000 in 10.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 496.7 psi Allow per ACl318-02, Appx. = 0.3 * f'c * Sqrt(A2/A1) * LDF 1,197.0 psi 1,396.5 psi Allow per AISC Jg Plate Bending Stress Actual fb Thickness OK Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 30,621.2 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete re Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area HSS4x4x1/4 4.000 in 4.000 in 0.233 in 4.000 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension Devine Engineering Joway, CA _)- Rev: 580002 User. KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title : Isis Mech Platform Dsgnr: MLG Description : Scope: General Footing Analysis & Design Job# SS Date: 3:55PM, 18 MAY 08 Page 1 isis mech platform.ecw.Platform Beams Description Typical Footing at (E) CMU/Conc Wall General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight I Loads Applied Vertical Load ... Dead Load Live Load Short Term Load Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term 2,500.0 psf 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 1.400k 4.500 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Code Ref: ACI 318-02, 1997 USC, 2003 IBC, 2003 NFPA 5000 Dimensions ... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal H~ight Min Steel% Rebar Center To Edge Distance . .. ecc along X-X Axis ... ecc along Y-Y Axis 0.000 in 0.000 in 1.000 ft 3.000 ft 12.00 in 12.00 in 8.00 in 0.000 in 0.0014 3.50 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Footing Design OK 1.00ft x 3.00ft Footing, 12.0in Thick, w/ Column Support 12.00 x 8.00in x 0.0in high DL+LL Max Soil Pressure 2,111.7 Allowable 2,500.0 "X' Ecc, of Resultant 0.000 in "Y' Ecc, of Resultant 0.000 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio No Overturning DL+LL+ST 2,111.7 psf 3,325.0 psf 0.000 in 0.000 in 1.500 :1 Max Mu Required Steel Area Shear Stresses .... 1-Way 2-Way Actual Allowable 2.179 k-ft per ft Vu 13.400 8.358 O .259 in2 per ft Vn • Phi 93.113psi 186.226 psi I Footing Design I i ! --------------------~l~llli!t!l!!llilR 11!1111!1 ______ , _____ iil!l'W-~JW"fi!!ii!!i!lfi1Jl~$il!lll1J!l!ffll!llli:!(!I~ ACI C-3 Vn • Phi Shear Forces ACI C-1 Two-Way Shear 8.36psi One-Way Shears ... Vu@Left O.OOpsi Vu@Right O.OOpsi Vu@Top 13.40 psi Vu@Bottom 13.40 psi Moments ACI C-1 Mu@ Left 0.00 k-ft Mu@Right 0.00 k-ft Mu@Top 2.18 k-ft Mu@Bottom 2.18 k-ft ACI C-2 7.18 psi 0.00 psi 0.00 psi 11.51 psi 11.51 psi ACI C-2 0.00 k-ft 0.00 k-ft 1.87 k-ft 1.87 k-ft 1.10 psi 186.23 psi 0.00 psi 0.00 psi 1.73 psi 1.73 psi ACI C-3 0.00 k-ft 0.00 k-ft 0.29 k-ft 0.29 k-ft 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru/ Phi 0.0 psi 0.0 psi 33.5 psi 33.5 psi As Req'd 0.02 in2 per fl 0.02 in2 per fl 0.26 in2 per fl 0.26 in2 per fl Devine Engineering .J,oway, CA _,.. Rev: 580002 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Title : Isis Mech Platform Dsgnr: MLG Description : Scope: General Footing Analysis & Design Description Typical Footing at (E) CMU/Conc Wall Soil Pressure Summary Service Load Soil Pressures DL + LL DL +LL+ ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 2,111.67 2,111.67 3,406.33 2,956.33 550.50 ACI Factors (per ACI 318-02, applied internally to entered loads) Right 2,111.67 2,111.67 3,406.33 2,956.33 550.50 Top 2,111.67 2,111.67 3,406.33 2,956.33 550.50 Job# Date: 3:55PM, 18 MAY 08 Page 2 isis mech platform ecw:Platform Beams Bottom 2, 111.67 psf 2,111.67 psf 3,406.33 psf 2,956.33 psf 550.50 psf ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic Add"I "0.9" Factor for Seismic 1.400 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor .... seismic = ST * : 1.100 Used in ACI C-2 & C-3 · Devine Engineering :iov;.ay, CA Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 3:55PM, 18 MAY 08 57 Rev: 580009 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 {c)1983-2003 ENERCALC Engineering Software Steel Column Page 1 is1s mech platform.ecw:Platforrn Seams Description Pipe Column Design General Information Steel Section Column Height P5STD 13.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined Axial Load ... Dead Load Live Load Short Term Load Summary k 27.00 k k Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 33.00 ksi 1.330 29,000.00 ksi 13.000 ft 13.000 ft ams Ecc. for X-X Axis Moments Ecc. forY-Y Axis Moments X-X Sidesway : Y-Y Sidesway: Kxx Kyy 2.280 in 0.000 in Restrained Restrained 1.000 1.000 Column Design OK Section: P5STD, Height= 13.00ft, Axial Loads: DL = Unbraced Lengths: X-X = 13.00ft, Y-Y = 13.00ft 0.00, LL= 27.00, ST= O.OOk, Ecc. = 2.280in Combined Stress Ratios Dead Live 0.8822 0.8357 DL+ LL 0.8822 0.8357 DL +ST+ (LL if Chosen) 0.6331 AISC Formula H1 -1 AISC Formula H1 -2 0.6284 AISC Formula H1 -3 XX Axis: Fa calc'd per Eq. E2-1, K·Ur < Cc ~~;;;!::®~1:,l:~:.E~., :.2~::,~~:.:: ~C,. "" iMmN ?Wf iilU !£:iii¼ ¼iiiit .a Allowable & Actual Stresses Dead Live 14.13 ksi DL + LL DL + Short Fa: Allowable 14.13 ksi 14.13 ksi 18.80 ksi fa: Actual 0.00 ksi 6.28 ksi 6.28 ksi 6.28 ksi Fb:xx: Allow [F1-6] Fb:xx: Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy: Allow [F1-6] Fb:yy: Allow [F1-7] & [F1-8] fb: yy Actual I Analysis Values u;:; AW# t¥ 4±C3¾1 'M& i'.iii~V~& F'ex: DL+LL F'ey: DL+LL F'ex: DL+LL+ST F'ey : DL +LL +ST Max X-X Axis Deflection 21,691 psi 21,691 psi 28,849 psi 28,849 psi -0.218in at 21.78 ksi 21.78 ksi 0.00 ksi 21.78 ksi 21.78 ksi 0.00 ksi 21.78 ksi 21.78 ksi 11.30 ksi 21.78 ksi 21.78 ksi 0.00 ksi 21.78 ksi 28.97 ksi 21.78 ksi 28.97 ksi 11.30 ksi 11.30 ksi 21.78 ksi 28.97 ksi 21.78 ksi 28.97 ksi 0.00 ksi 0.00 ksi nu"" i , •••• Jh!PIZt//MMli!ii ,,, .. , . ., \llliWiom1 !ll:ffiW#li IW\PIIMl"i @li//i11//illlim; "J Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 7.540 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Devine Engineering Poway, CA I >M. -• Rev: 580009 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description Pipe Column Design Diameter 5.560 in Weight lxx lyy Thickness 0.258 in Sxx Area 4.30 in2 Syy Rxx Ryy Section Type = Pipe Title : Isis Mech Platform Dsgnr: MLG Description : Scope: St~el Column Job# Date: 3:55PM, 18 MAY 08 Page 2 ,sis mech platform.ecw:Platform Beams 14.61 #/ft Values for LRFD Design .... 15.200 in4 J 30.300 in4 15.200 in4 0.00 5.450 in3 zx 7.270 in3 5.450 in3 Zy 7.270 in3 1.880 in 0.000 1.880 in J Devine Engineering -~o'1'.ay, CA Title : Isis Mech Platform Dsgnr: MLG Description : Scope: Job# Date: 3:55PM, 18 MAY 08 Rev: 580002 User: KW-0605923, Ver 5.8.0, 1-Dec-2003 (c 1983-2003 ENERCALC Engineerin Software Steel Column Base Plate isis mech platform.ecw:Platform Beams Description Pipe Base Plate General Information ,.· Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width I Summary I 27,00 k 0.00 k-ft 10.000 in 10.000 in 0.120 in 10.000 in 10.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 270.0 psi Allow per ACl318-02, Appx. = 0.3 * f'c * Sqrt(A2/A1) * LDF . 1,197.0 psi Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 1,396.5 psi Thickness OK 11,096.9 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area P5std 5.560 in 5.560 in 0.258 in 0.258 in 3,000.0 psi 36.00 ksi 1.330 0.150 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing: No Bolt Tension CONSTRUCTION TESTING & ENGINEERING, 1-NC. June 1, 2008 SAN DIEGO, CA 1441 Montiel Rd. Suite 115 Escondido, CA 92026 (760) 746-4955, (760) 746-9806 FAX Mr. Leaf Blevins· 7090 Camino Pacheco SAN DIEGO, CA RIVERSIDE, CA 124 East 30th St 14538 Meridian Pkwy Suites B and C Suite A National Cily, CA 91950 Riverside, CA 92518 (619) 649-AOOO (951) 571'4081 (619) 649-4039 FAX (951) 571-4186 FAX VENTURA, CA 1645 Pamfic Ave. Suite 107 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX -TRACY, CA 242 W. Laroh Rd. Suite F Tracy, CA 95304 (209) 639-2890 (209) 639-2895 FAX SACRAMENTO, CA N. PALM SPRINGS, CA MERCED, CA 3628 Madison Ave. 19020 Indian Ave. 3058 Beachwood Dr. Suite 22 Suite 2-K Memed, CA 95348 N. Highlands, CA 95660 N. Palm Springs, CA 92258 (209) 3B8-9933 (916) 331-6030 (760) 329-4677 (209) 388-9939 F/lX (916) 331-6037 FAX (760) 328-4896 FAX CTE Job No. 10-9348G San Diego, California 921-11 Telephone: 619.944.4107 Via Facsimile: 858.496.0446 Subject: _ Reference: Mr. Blevins: Review of Foundation Plan Sheets Sl.0, S1.1, S2.1, S2.2, & S3.l for Proposed Chemical Tank Pads · 2282 Faraday.Avenue ·carlsbad, California Prepared by Devine Engineering, Inc., dated May 27, 2008 Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday Avenue Carlsbad, California CTE Job No.: 10-9348G, dated January 23, 2008 At your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the referenced plan sheets for the subject project. The obje~t of our review was to identify potential conflicts with the recommendations presented in our referenced geotechnical report. It is our conclusion that the reviewed foundation pian sheets are in general cqnfortnance with recommendations presented in our referenced soils repprt. However, the following co:rmnents or discrepancies are noted and should be rectified prior to issuance of the final approved drawings, as necessary: 1. Sheet S1.0, Section 3. Foundation, Note 1: The note should read: "The allowable soil bearing pressure is 2,500 psf for footings a,t a minimum depth of 2,500 psf for footings embedded a minimum of 18. The allowable bearing value may be increased by 250 psf for each additional six inches of embedment or width, up to a maximum value of 3,000 psf." The correct date of our report should also be, as teferencec,l above, January 23, 2008. 2; Sheet S 1. 0, Section 3. Foundation, Note 2: The note indicates that footings shall have a minimum ernbedment of 24 inches. , This is acceptable for geotechnical purposes; however, the referenced · soils report only requfres a minimum ernbedment of 18 inches. Typically, we would not note this discrepancy; however, Sheet SL 1, Detail 3 indicates minimum 1 '-6" embedment for the Pipe . Column to Sprnad Footing. This 1 '-6" embedment also appears adequate far geatecbnica] G E0 TECH N I CAL I EN VJ'R O NM ENT AL I CO'N S TR UC TIO N I N-s PEG TIO N AND, TEST IN G I CIVIL EN G IN EE RI N G I S UR VEY I N G " . l ~ Review of Foundation Plan Sheets Sl.0, Sl.1, S2.l, S2.2, & S3.l for Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California June 1 2008 Page2 CTE Job No.: 10-93480 purposes; however, the minor inconsistency on the plans could cause issues during construction and/or inspection. We appreciate the opportunity to be of service on this project. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, Dan T. Math, GE# 2665 Principal Engineer \\Esc_server\projects\10-9348G\Ltr_Foundation Rev.doc I I I I I I I I I I I I I I I I I I I CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO, CA 1441 Montiel Road Suitel15 Escondido, CA 92026 (760) 746-4955 (760) 746-9806 FAX RIVERSIDE,CA 14538 Meridian Parkway Suite A Riverside, CA 92518 (951) 571-4081 (951) 571-4188 FAX VENTURA,CA 1645 Pacific Avenue Suite 107 Oxnard, CA 93033 (805) 486-6475 (805) 486-9016 FAX TRACY,CA 242 W.Larch SuiteF Tracy, CA 95376 (209) 839-2890 (209) 839-2895 FAX PRELIMINARY GEOTECHNICAL INVESTIGATION J PROPOSED CHEMICAL TANK PADS 2282FARADAY AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: MR. LEAF BLEVINS 7090 CAMINO PACHECO SAN DIEGO, CALIFORNIA PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 · SACRAMENTO, CA 3628 Madison Avenue Suite 22 N. Highlands, CA 95660 (916) 331-6030 (916) 331-6037 FAX CTE JOB NO. 10-9348G JANUARY 23, 2008 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Section Page EXECUTIVE SUMMARY ............................................................................................. , ............... 1 1.0 INTRODUCTION AND SCOPE OF SERVICES .................................................................... 2 1.1 futroduction .................................................................................................................... 2 1.2 Scope of Services ........................................................................................................... 2 2.0 SITE BACKGROUND .............................................................................................................. 3 2.1 Site Location and Description ........................................................................................ 3 2.2 Site Development ........................................................................................................... 3 3.0 FIELD AND LABORATORY INVESTIGATIONS ............................................................... .3 3 .1 Field fuvestigations ........................................................................................................ 3 3.2 Laboratory fuvestigation ................................................................................................ 4 4.0 GEOLOGY ................................................................................................................................ 4 4.1 General Setting ............................................................................................................... 4 4.2 Geologic Conditions ...................................................................................................... 5 4.2.1 Undocumented Fill (not mapped) ......................................................................... 5 4.2.2 Tertiary Santiago Formation ................................................................................. 5 4.3 Groundwater .................................................................................................................. 6 4.4 Geologic Hazards and Assessment ................................................................................ 6 4.4.1 Local and Regional Faulting ............... '. ................................................................. 6 4.4.2 Liquefaction and Seismic Settlement Evaluation ................................................. 8 4.4.3 Tsunamis and Seiche Evaluation .......................................................................... 8 4.4.4 Landsliding ........................................................................................................... 9 4.4.5 Compressible, Expansive, and Corrosive Soils .................................................... 9 5.0 CONCLUSIONS AND RECOMMENDATIONS .................................................................. 10 5.1 General ........................................................................................................................ ;10 5.2 Grading and Earthwork ...................................................................................... : ......... 11 5.3 Site Preparation ............................................................................................................ 11 5.4 Excavations ................................................................................. ; ......... · ....................... 12 5.5 Fill Placement and Compaction ........................................................................... ; ....... 12 5.6 Fill Materials ........................................................................... , .................................... 13 5.7 Temporary Construction Slopes ............................................. : .................................... 13 5.9 Foundations and Slab Recommendations .................................................................... 14 5.9.1 Foundations ....... : ................................................................................................. 14 5 .9 .2 Foundation Setback ............................................................................................. 15 5.9.3 Concrete Slab-On-Grade .................................................................................. '..~16 5.10 Seismic Design Criteria ............................................................................................. 16 5 .11 Lateral Resistance and Earth Pressures ...................................................................... 17 5.12 Drainage ....................... ; ............................................................................................. 17 5.13 Slopes ........................................... _. ............................................... .' ............................. 18 I I I I I I I I I I I I I I I I I I I 5.14 Construction Observation .......................................................................................... 18 5 .15 Addendum Geotechnical Report and Plan Review .................................................... 18 6.0 LIMITATIONS OF INVESTIGATION .................................................................................. 19 FIGURES FIGURE 1 FIGURE2 FIGURE3 APPENDICES APPENDIXA APPENDIXB APPENDIXC APPENDIXD INDEXMAP EXPLORATION MAP REGIONAL FAULTS AND SEISMICITY MAP REFERENCES CITED FIELD METHODS AND EXPLORATION LOGS LABORATORY METHODS AND RESULTS STANDARD GRADING SPECIFICATIONS I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 EXECUTIVE SUMMARY Page 1 CTE Job No. 10-9348G This Preliminary Geotecbnical Investigation was performed to provide an assessment and recommendations for the proposed chemical tank pads located at 2278 Faraday Avenue in Carlsbad, California. The proposed development consists of the construction of two concrete pads to support two new chemical storage tanks. The pads will be added to. the north· portion of the existing research facility which is currently bound by a security fence. The proposed development is feasible from a geotecbnical perspective provided the recommendations of this report are implemented; Earth materials underlying the site consist of Undocumented Fill that overlies Tertiary Santiago Formation siltstone. The site undocumented fill soils are considered to be compressible in their present condition, and should be removed and properly compacted as engineered fill in areas to receive structures and improvements. The Tertiary Santiago Formation siltstone is suitable in its present condition for support of the proposed structures and improvements; however, it could require local shallow removal and compaction in order to provide uniform bearing conditions for proposed surface improvements. Surface springs or seeps were not observed and groundwater was not encountered by our subsurface explorations. Therefore, groundwater is not anticipated to adversely affect the site. \\Cte_servetlprojects\l0-9348G\Rpt_Geolnvest.J)348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page2 CTE Job No. 10-93480 The site is not located within a state defined Alquist-Priolo Earthquake Fault Hazard Zone, and based on our site reconnaissance, evidence from our explorations, and a review of the referenced literature, no known active fault traces underlie or project toward the site. 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction This report presents the results of our preliminary investigation and provides site-specific conclusions and geotechnical engineering criteria for construction of the proposed chemical tank pads located at 2282 Faraday A venue in Carlsbad, California. Our work was authorized through the CTE proposal G-1647, dated December 6, 2007. Geotechnical recommendations for excavation, fill placement, and foundations for the proposed chemical tank pads are presented in this report. Our investigation included field exploration, laboratory testing, geologic hazard evaluation, engineering analysis, seismic analysis, and preparation of this report. Cited and reviewed references are presented in Appendix A. Boring logs are located in Appendix B. Appendix C contains our laboratory methods and results. Figure 1 is an index map showing the approximate site location. Figure 2 shows generalized site layout and the approximate location of our subsurface explorations. Figure 3 shows regional faulting and seismicity. 1.2 Scope of Services Our scope of services included: • Review of readily available geologic reports and documents pertinent to the site area. \\Qe_servetlprojectsl!0-9348G\RpLGeolnvest...9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 · Page3 CTE Job No. 10-9348G • Field exploration by a truck-mounted, eight-inch hollow-stem auger and disturbed/relatively undisturbed samples were ob~ained to evaluate site subsurface conditions. • Laboratory testing of select soil samples to provide data for evaluation of geotechnical characteristics of the site foundation soils. • Assessment of site geologic conditions pertinent to the site. • Preparation of this report providing a summary qf the investigation performed, and cqnclusions and geotechnical engineering recommendations for the site. 2.0 SITE BACKGROUND 2.1 Site Location and Description The proposed project is located at 2282 Faraday Avenue in Carlsbad, California. The subject site is relatively flat with an average elevation of approximately 304.5 feet above mean sea level (msl). Surface drainage at the proposed building site is toward the southwest comer of the property (toward storm drain) at an estimated surface gradient of less than two percent. 2.2 Site Development The proposed development consists of the construction of two concrete pads to support two new chemical storage tanks. The pads will be added to the north portion of the existing research facility bound by a security fence. 3.0 FIELD AND LABORATORY INVESTIGATIONS 3 .1 Field Investigations Field exploration was conducted on January 7, 2008 and included site reconnaissance and the excavation of two subsurface borings using a truck-mounted drill rig, with eight-inch hollow- stem augers. Explorations extended to a maximum explored depth of approximately 11.5 feet \\Cte_server\projects\I0-9348G\Rpt_Geofnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical fuvestigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page4 CTE Job No. 10-9348G below grade (fbg). Soils were logged in the field by a CTE geologist and visually classified in accordance with the Unified Soil Classification System. Disturbed and.relatively undisturbed samples were collected by driven SPT and Modified California samplers, respectively. Samples were transported for testing to the CTE geotechnical laboratory in Escondido, California. Exploration logs, including descriptions of the soils encountered, are presented in Appendix B. Field descriptions presented on the exploration logs have been modified, where appropriate, to reflect laboratory test results. Approximate field exploration iocations are shown on Figure 2. 3 .2 Laboratory fuvestigation Laboratory tests were conducted on selected soil samples for classification purposes and to evaluate physical properties and engineering characteristics. Laboratory tests conducted for this investigation included: In-Place Moisture and Density, 200 Wash, Modified Proctor, pH, resistivity, and soluble sulfates/chlorides. Test method descriptions and laboratory results are included in Appendix C. 4.0GEOLOGY 4.1 General Setting The project is located within the Peninsular Ranges physiographic province, which is characterized by northwest-trending mountain ranges, intervening valleys, and predominantly northwest trending regional faults. Physiographically, the site lies at the border between the coastal plain and mountainous areas of the Peninsular Ranges province. Geologic units are characterized by Quaternary and Tertiary-aged sedimentary deposits that overlie an eroded basement surface consisting of Jurassic and Cretaceous crystalline rocks. Landforms in this area \\Cte_server\projects\10-9348G\Rpt_Geo!nvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical fu.vestigation Proposed Chemical Tanlc Pads 2282 Faraday A venue, Carlsbad, California- January 23, 2008 Page5 CTE Job No. 10-9348G are generally "tread" and "riser" hills and erosional terraces dissected by rivers and intermittent creeks. 4.2 Geologic Conditions Regional mapping by Tan and Kennedy (1996), indicates surface and near-surface bedrock at the site consist of interbedded siltstone, claystone and sandstone of the Tertiary Santiago Formation s!ltstone. Our observations and field explorations at the site encountered Undocumented Fill overlying the Tertiary Santiago Formation. The site earth materials are further described in the following text. 4.2.1 Undocumented Fill (not mapped) Undocumented Fill soils were encountered in both of our explorations and were observed to extend to a maximum depth to approximately 10.5 fbg. However, locally deeper fills cannot be precluded. The soil generally consists of stiff to very stiff, slightly moist, mottled light brown and gray silt to clay with trace fine gravel. Undocumented Fill is generally considered to be unsuitable for the support of improvements, but in areas of deeper fill, these materials may underlay two feet of recompacted fill material in which the proposed foundations will bear. 4.2.2 Tertiary Santiago Formation Tertiary age siltstone was encountered beneath the Undocumented Fill in both of the explorations advanced for this geotechnical investigation. The Tertiary Santiago Formation extended to the maximum depth of the exploratlons (approximately 11.5 feet). The site siltstone was observed to generally consist of hard, moist, dry, mottled gray and \\Cte_servet\projects\10-9348G\Rpt_Geoinvest_9348.doc I I I I I I I I I I. I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page6 CTE Job No. 10-9348G brown siltstone. This material is considered suitable for the support of the proposed improvements, as recommended herein. 4.3 Groundwater Surface springs or seeps were not observed and groundwater was not encountered by our subsurface explorations. Groundwater is not _anticipated to adversely· affect the site, provided typical surface drainage patterns are developed or maintained. 4.4 Geologic Hazards and Assessment The following subsections discuss the typical geologic hazards that were considered pertinent to the site, and an assessment of the potential impacts these hazards could have concerning site location and proposed improvements. 4.4.1 Local and Regional Faulting The site is· not located within a state defined Alquist-Priolo Earthquake Fault Hazard Zone, and based on our site reconnaissance, evidence from our explorations, and a review -~ of the referenced literl:',ture, no known active fault traces underlie or project toward the site. According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, 1997). The California Geological Survey broadly groups faults as "Class A" or "Class B" (CGS, 2003). Class A faults are identified based upon relatively well constrained paleoseismic activity, and a fault slip rate of more than 5 millimeters per year (mm/yr). In contrast Class B faults have comparatively less defined paleoseismic activity and are considered \\Cte_serve!lprojects\10-9348G\Rpt_Geolnvest_9348.doc I I I I I I I I I 1· I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23. 2008 Page 7. CTE Job No. 10-9348G to have a fault slip rate less than 5 mm/yr. The nearest known Class A fault to the site is the Temecula segment of the Elsinore Fault which is approximately 36.4 kilometers northeast of the site. The closest ·class B fault is the Rose Canyon fault, which is approximately 11.2 kilometers west of the site. The following Table 1 presents the six nearest ·faults to the site, including their earthquake maximum magnitude and fault classification. The attached Figure 3 shows regional faults and seismicity with respect to the site. DISTANCE MAXJMUM FAULTNAME FROM SITE EARTHQUAKE CLASSIFICATION (KILOMETERS) MAGNITUDE Rose Canyon Fault 11.2 7.2 B Newport-Inglewood 14.6 7.6 B Coronado Banlc 36.4 7.6 B Elsinore-Temecula 36.6 6.8 A Elsinore-Julian 36.6 7.1 A · Elsinore-Glen Ivy 56.9 6.8 A California Geologic Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page ( on line pshamap.asp) indicates ground motions with 10% probability of exceedance in_50 years for the site, as underlain by soft bedrock, are as shown on Table 2 below. \\Cte_servei\projects\10-9348G\Rpt_Geolnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical· lnvestigatfon Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 PARAMETER Ground Acceleration Spectral Acceleration at Short (0.2 second) Duration Spectral Acceleration at Long (1.0 second) Duration Page8 CTE Job No. 10~9348G UNIT GRAVITY 0.283 0.678 0.308 The site could be subjected to significant shaking in the event of a major earthquake on any of the faults listed above or any other local or distant seismic sources. However, the seismicity of the site is similar to conditions throughout the Carlsbad area. 4.4.2 Liquefaction and Seismic Settlement Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake induced shaking and behave as a liquid. This is due to loss of point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Due to the generally stiff . . to hard nature of the site materials, the potential for liquefaction and/or seismic settlement damage to proposed improvements is very low. 4.4.3 Tsunamis and Seiche Evaluation According to McCulloch (1985), the tsunami potential in the San Diego County coastal area for one-in-100 and one-in-500 year tsunami waves are approximately four and six feet. This suggests that there is a low probability of site damage due to the elevation of \\Qe_serverlprojects\10-9348G\Rpt_Geo!nvest_9348.doc I I I I I . I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23. 2008 Page9 CTE Job No. 10-9348G the site, approximately 304.5 feet above msl. In ad~ition, damage caused by oscillatory waves (seiche) is considered unlikely due to the site elevation, and distance from up gradient water bodies . 4.4.4 Landsliding Regional mapping by Tan and Giffen (1995), indicates the general area of the site is "generally susceptible" to landsliding. However, landslides were not encountered during our investigation and have not been mapped in the vicinity of the site. Consequently, we expect the potential for pre-existing landslides at the site to be very low. 4.4.5 Compressible. Expansive, and Corrosive Soils Undocumented Fill is considered to be at least locally compressible in its present condition. However, shallow Undocumented Fill will be removed and recompacted beneath any shallow proposed improvements during site preparations. Siltstone of the Tertiary Santiago Formation at the site is hard and typically has a very low compressibility. Our observations indicate the site soils anticipated to be encountered ~uring proposed grading and construction have a generally low Expansion Index (Expansion Index less than 50). Upon completion of laboratory testing and addendum letter will be issued providing the result of expansion potential · testing, should they differ from our assumptions herein. \\Oe_serverlprojects\10-9348G\Rpt_GeoinvesL9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page 10 CTE Job No. 10-93480 Although analytical test results are still pending, we anticipate on-site materials have a low to moderate potential to corrode concrete and/or ferrous metal improvements. However, an appropriate addendum will be issued if results differ from our assumptions herein. Additional sampling and testing during construction may also be warranted for final design of improvements. A qualified ·corrosion specialist may be consulted to provide recommendations for protection of improvements, if required. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General The site can _be developed from a geotechnical perspective provided the recommendations of this report are followed. Undocumented Fill soils are unsuitable for support of structll1:es, structural fill, or proposed surface improvements in their present condition. Therefore, in areas to receive structures or structural fill, these soils should be excavated, objectionable materials removed, and processed as a compacted fill placed under observation and testing of CTE, to a minimum depth of two feet below footings. Prior to placement of compacted fill, a suitable surface should be exposed under the observation and testing of a CTE representative. On-site native siltstone and compacted fill placed under testing and observation of an engineer are suitable for support of structures and/or surface improvements, respectively. However, structure foundations should be wholly embedded in competent native materials or underlain by two feet of recompacted fill materials. \\Cte_serverlprojects\10-9348G\Rpt_Geolnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 Page 11 CTE Job No. 10-9348G Recommendations for the proposed earthworks and improvements are included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D. The recommendations may require modifications based on the conditions encountered during grading or as presented in any appropriate addendums prepared prior to grading, as proposed property use and plans become more defined. 5.2 Grading and Earthwork Upon commencement of work, CTE personnel should continuously observe the grading and earthwork operations for this project. CTE personnel should perform observation and testing of any soil removal, processing, and placement during grading· as they pertain to the Geotechnical Consultant's professional opinions and recommendations contained herein. 5.3 Site Preparation The site should be cleared of any existing debris, improvements not to remam, and other deleterious materials including the previously placed Undocumented Fill. Objectional;>le materials, such as construction debris and vegetation, should be removed from the materials prior to placement .as compacted fill. In areas to receive structures or distress-sensitive improvements, expansive, surficial ·eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be removed to competent native materials, or to a minimum depth of two feet below footings. Excavation of Undocumented fill to competent Tertiary Santiago Formation or to a minimum depth of 24 inches below the bottom of all proposed foundations, whichever is deeper, is recommended in areas to receive structures, structural fill and/or shallow improvements. \\Qe_serverlprojects\10-9348G\Rpt_Geoinvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical hwestigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page 12 CTE Job No. 10-9348G An engineer or geologist from CTE should observe the exposed ground surface prior to placement of any compacted fills. Removals should continue until suitable materials are encountered. Organic and other deleterious materials not suitable for structural backfill should -be disposed of offsite at a regulated disposal site. It is not anticipated, but select grading to reduce expansion qualities of the site soils· may also be necessary depending upon materials encountered._ 5.4 Excavations Excavations in site materials are considered feasible with standard heavy-duty grading equipment under normal conditions. However, excavations extending to depths greater than those explored during our investigation could encounter denser or harder materials. 5.5 Fill Placement and Compaction The Geotechnical Consultant should observe that site preparation has occurred before placement of compacted fill. Subsequent to removal of loose, disturbed, or vegetation containing soils, areas to receive fills should be scarified, moisture conditioned as recommended, and compacted fill placed. Fill and backfill should be compacted to a minimum relative compaction of 90 percent as evaluated by ASTM Dl557 at moisture contents a minimum two percent above optimum. The optimum lift thickness for backfill soil will depend on the type of compaction equipment used. Generally, backfill should be placed in uniform lifts not exceeding eight inches in lo9se thickness. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. The Geotechnical Consultant should evaluate the exposed surfac~ prior to placement of compacted fill. \\Qe_server\projects\10-9348G\Rpt_Geoinvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 5.6 Fill Materials Page 13 CTE Job No. 10-9348G Low Expansion Index soils derived from the onsite materials are generally considered suitable for reuse on the site as compacted fill. If used, these materials should be screened of significant construction debris, vegetation matter and materials greater than three inches in diameter. Screened deleterious materials should be removed from the site and disposed of in accordance with applicable regulations and ordinances. Irreducible materials generally greater than three inches in diameter should not be used in shallow fills on the site. The Geotechnical Consultant should further evaluate oversize particle dimensions and quantity during grading as it applies to placement in site fills. Imported fill beneath structures, pavements and walks should have an Expansion Index of 30 or less with less than 35 percent passing the no. 200 sieve. Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer before placement on the site. 5.7 Temporary Construction Slopes Sloping recommendations for unshored temporary excavations are provided herein. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. Recommended slope ratios are set forth in Table 3. C (Undocumented Fills/ Native Materials) SLOPERATIO (Horizontal: Vertical) 1.5:1 (MAXIMUM) MAXIMUM HEIGIIT lOFEET \\ae_server\projects\10-9348G\Rpt_Geolnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tanlc Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 Page 14 CTE Job No. 10-93480 A "competent person" must verify actual field conditions and soil type designations while temporary excavations exist according to Cal-OSHA regulations. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshared slopes. 5.9 Foundations and Slab Recommendations The following recommendations are for preliminary structure design purposes only. An appropriate addendum should be prepared once a property use and/or final plans are prepared. The additional document would provide additional foundation recommendations, as necessary. The project engineer should evaluate all footing trenches before reinforcing steel placement. Upon completion of rough grading, Expansion Index testing should be completed and the recommendations herein modified, if necessary, in the Building Pad As-Graded Report. 5.9.1 Foundations Continuous and isolated spread footings are suitable for use at this site. We anticipate that all footings will be founded entirely upon a minimum 24 inches feet of properly recompacted fill, as recommended herein. Foundation dimensions and reinforcement should be based on allowable bearing values of 2,500 pounds per square foot (psf) for footings embedded a minimum of 18 inches in properly recompacted fill materials. Allowable bearing values may also be increased by one third for short duration loading, which includes the effects of wind or seismic forces. \\Qe_servetlprojects\l0-9348G\Rpt_Cleolnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page 15 CTE Job No. 10-9348G If utilized, matt foundations should be designed and constructed based on the allowable bearing values above, but require only a minimum 12-inch embedment for an allowable bearing value of 2,500 psf. If elastic design methods are used, an uncorrected subgrade modulus of reaction of 120 pci is considered appropriate. Minimum footing reinforcement for continuous footings should consist of four No. 4 reinforcing bars; two placed near the top and two placed near the bottom or as per the project structural engineer. The structural engineer should design isolated and/or matt footing reinforcement. Based on the preliminary plans as well as the conditions observed at the site, the maximum total post-construction static settlement is expected to be on the order of 1.0 inches and the maximum differential post-construction settlement is expected to be on the order of 0.5 inches over a distance of approximately 50 feet. Due to the generally hard nature of underlying materials at depth, dynamic settlement is not expected to adversely effect the proposed improvements. 5.9.2 Foundation Setback Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 10 feet. fu addition, footings should bear beneath an imaginary 1:1 plane extended up from the bottom of \\Cte_serverlprojects\l0-9348G\Rpt_Geolnvest__9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Inyestigation Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 Page 16 CTE Job No. 10-9348G adjacent parallel trenches or similar excavations located within approximately 10 lateral feet. Existing footings to remain should not be undermined during site preparatory grading. 5 .9 .3 Concrete Slab-On-Grade Lightly loaded concrete slabs should be designed for the anticipated loadings, but measure a minimum of five inches thick. Minimum slab reinforcement should consist of #3 reinforcing bars placed on 18-inch centers, each way, at mid-slab height. fu moisture sensitive floor areas, a vapor barrier of ten-mil visqueen, with all laps and/or penetrations sealed or taped, overlying a two-inch layer of compacted aggregate base or clean sand (SE greater than 30), should be installed. At a maximum, a two-inch layer of similar material may be placed above the visqueen to protect the membrane during steel and concrete placement. Slabs subjected to heavier loads, such as automobile or forklift traffic, may require thick~r slab sections and/or increased reinforcement. 5.10 Seismic Design Criteria fu accordance with the 2001 California Building Code, Volume 2, Figure 16-2, the referenced site is located within Seismic Zone 4, and has a seismic zone factor of Z=0.4. The nearest active fault, the Rose Canyon Fault, is approximately 11.2 kilometers to the west and is considered a Type B seismic source. Based on the distance from the site to the Rose Canyon Fault, near source factors of Nv=l.O and Na=l.0 are appropriate. Based on our subsurface explorations, the site has a soil profile type of So and seismic coefficients Cv=0.64 and Ca=0.44 . .... . \\Cte__servet\projects\!Q.9348G\Rpt_Geoinvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tanlc Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 Page 17 CTE Job No. 10-9348G In accordance with. the 2006 International Building Code and 2007 California Building Code, the referenced site conforms to a Site Class D. In accordance with Figures 1613.5(3 and 4) and 1613A.5 (3 and 4) the subject site has mapped spectral response acceleration coefficients of Ss=l.149 and S1=0.435 .(site coordinates 33.1358 and-117.2780). Therefore, in accordance with Tables 1613.5.3(1 and 2) and 1613A.5.3 (1 and 2), seismic coefficients Fa = 1.040 and Fv = 1.565 appear· appropriate for the subject site. 5.11 Lateral Resistance and Earth Pressures The following recommendations may be used for shallow footings on the site. Foundations placed in engineered fill materials may be designed using a coefficient of friction of 0.30 (total frictional resistance equals the coefficient of friction times the dead load). A design passive resistance value of 200 pounds per square foot per foot of depth (with a maximum value of 1200 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the p.assive resistance does not exceed two-thirds of the total allowable resistance. 5.12 Drainage P~sitive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet. The project civil engineer should evaluate the on-site drainage and make necessary provisions to convey water off the property through positive flow gradients in a non erosive device. \\Cte_server\projects\10-9348G\Rpt_Geolnvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical fuvestigation Proposed Chemical Tan1c Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 5.13 Slopes Page 18 CTE Job No. 10-9348G Though not anticipated, slopes at this site should be constructed at 2: 1 (horizontal: vertical) or flatter surface ratio. Surface water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion resistant vegetation should be maintained on the face of all 2: 1 slopes. 5.14 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed earthworks and the subsurface conditions found in the exploratory boring locations. The interpolated subsurface conditions should be checked in the field during construction. Recommendations provided in this report are based on the understanding and assumption CTE will provide observation and testing services for the project. All geotechnical related work should be observed and tested as they pertain to recommendations contained within this report. All foundation excavations and slope support measures (including tiebacks, etc.) should be evaluated by a CTE representative. 5.15 Addendum Geotechnical Report and Plan Review An appropriate addendum report should be prepared as project use and plans are more defined and available. The addendum report would provide additional geotechnical recommendations, as necessary, for the development-specific project proposed. This addendum report may also incorporate a review of the project grading/improvement and/or foundation plans. \\Qe_server\projects\10-9348G\Rpt_Geoinvest..9348,doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation · Proposed Chemical Tank Pads 2282 Faraday Avenue, Carlsbad, California January 23, 2008 Page 19 CTE Job No. 10-93480 6.0 LIMITATIONS OF INVESTIGATION The recommendations provided in this report are based on the anticipated construction and the subsurface conditions found in our explorations. The interpolated subsurlace conditions should be checked in the field during construction. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthworks should be observed and tested in accordance with the recommendations of contained within this report. The project Geotechnical Engineer or their designated representative should evaluate all footing trenches before reinforcing steel placement. The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current geotechnical engineering practice and the standard of care exercised by reputable Geotechnical Consultants performing similar tasks in this area. No other warranty, expressed or "implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encol!lltered during construction. The scope of this report does not include an evaluation of environmental conditions at the site. Our conclusions and recommendations are based on the observed conditions. If conditions different :ft:om those described in this report are encountered, our office should be notified and additional recommendations, _if required, will be provided upon request. \\Cte_server\projectsll0-9348G\Rpt_Geoinvest_9348.doc I I I I I I I I I I I I I I I I I I I Preliminary Geotechnical Investigation Proposed Chemical Tank Pads 2282 Faraday A venue, Carlsbad, California January 23, 2008 Page 20 CTE Job No. 10-93.480 We appreciate this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, Dan T. Math, GE #2665 Principal Engineer SMC:DTM:nri Dist: ( 5) Addressee ~~f) Shane M. Chambers Staff Geologist \\Cle _server\projects\l 0-9348G\Rpt_ Geolnvest_9348.doc ii ii -,1 : : : . t 'I I I I t.!I 2Cvi' M,1pQuosl 1m:. -, Jf~d I I ~ ~ (tl G'.,< e;)-:;::, I t',., \.,J ,Qi ,:) ' I ' \ \ \ ~ \ \ I \, \ \ . I i:i, 2U\2·7 llapCucsl it:,G I ~ ~ ~ '$: -s ~ f/Jt:Clellan•Palomar 4.ttl,:l'Otl: •::, .. ! 1:200 m Cl._! ____ ..,j F.!JO it APPROXIMATE SITE LOCATION .... .. . SDO m 2400 ft CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MONTIEL ROAD, STE 115 ESCONDIDO CA. 92026 (760) 746-4955 SITE INDEX MAP CTEJOB10-9348G PROPOSED CHEMICAL TANK PADS SCALE: 2282FARADAY AVENUE AS SHOWN CARLSBAD, CALIFORNIA DATE: FIGURE: 1 I .....,=----===.,...,"""""'----,_,_,,......,......,.......,.....,,......, ___ =-_________ =_....,.._,d,m,,...,0..,1-"'"o""'s!,_,,,..,,..~ ;t .. · _; ·~11 >.:l[tL 1 ,~~~ I\;;~ ~.:~ ~-~) ;'\ "(;" :,,-,.,-f/.EC .,. • H- ~cc= ---=--===a ~ z=:::::m:,, ·= _J " 'f'? A-"3, I ~ ~ c=:::=i ===:a -lm:l::W i::=:c:ac -===-a 2-J2 ... o 5-J .... 4 EJ E.,¥/S'l'. lJLIJG. FF=3tJ4.50 DRA WING AFTER: CTE INC., TOPOGRAPlllC SURVEY, JOB NO. 15-0174S, SHEET NO. I OF 1, DATED 12-03-07. 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'-": e::::: •• ~,7-"~' , \. -'i'.>° r ,,I"' , \~, \~;>"~· _\\ ·:J.' 49 tr N11\~l. _":, l :.:>. -'<f . ..,i ~ -~ "'-f ._ ~ f .~ \\-0. ••' r ~~· \\,• •.• -..' °'.1-')•,' \ l 'A\•~',;_,.,,.•~ ~ f ~~<:--·t~ L\( 0;~\ ·.. {c ; \j,, \:::::::--..,:_ff't \, · · ',,. ~-;~--... ,.. ____ ~_.: _______ \·::--M---------~.J..-... --------_J~ ___ _l~--d;,~ ·';~-··-;-_\._~==----~-... ,..:.1:f:,~+-· ,\ X <, -• \\ ' • \", .,.~,..-j\ ' •-.;: ' ' I INOTES: FAULT MAP ADAPTED AFTER JENNINGS, 1994, CDMG MAP NO. 6; ~ REGIONAL FAULT AND SEISMICITY MAP tn_naADf1 REFERENCE FOR ADDITIONAL EXPLANATION CONSTRUCTION TESTING & ENGINEERING, INC. PROPOSED CHEMICAL TANK PADS EPICENTERS OF AND AREAS DAMAGED BY M25 CALIFORNIA EARTHQUAKES, 1800-1999 ADAPTED PLANNING • CIVIL ENGINEERING. LANO SURVEYING· GEOTEGHNICAL 2282 FARADAY AVENUE AFJ'ER TOPPOZADA, BRANUM, PETERSEN, HALJSTORM, CRAMER, AND REICHLE, 2000, i ", 11 n "rn, on An o II ITC , H c • r n • n Inn r A n • n • ~ Du· I 7" n I 7 H -An'" CARLSBAD.._ (!fil_FQRNIA ll I I I I I 1 1 CDMG MAP SHEET 49 "Cte_server\proJects'\Geologlc Ma.ps'\FAULT MAPS<f'lg 3),dr,g--2/13/2007 7110145 AM PST 0 0 0 0 0 0 3 I I I I APPENDIX A I REFERENCES CITED I I. I I I I I I I I I I I I I I I I I I I I I- I I I I I I I I I I REFERENCES CITED 1. California Building Standards Commission, 2001, "California Building Code, California code of Regulations, Title 24, Part 2, Volume 2. 2. CDMG, 1996, "Probabilistic Seismic Hazard Assessment for the State of California," California Division of Mines and Geology, Open File Report 96-08. 3. Hart, Earl W. and Bryant, W.A., 1997, "Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps," California Division of Mines and Geology, Special Publication 42. 4. McCulloch, D.S., 1985, "Evaluating Tsunami Potential" in Ziony, J.I., ed., Evaluating Earthquake Hazards in the Los Angeles Region -An Earth-Science Perspective, U.S. Geological Survey Professional Paper 1360. 5. Tan Siang S. and Giffen Desmond G., 1995, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: Landslide Hazard Identification Map No. 35", California Department of Conservation, Division of Mines and Geology, Open-File Report 95-04, State of California, Division of Mines and Geology, Sacramento, California. 6. Tan, S. S., and Kennedy, 1996, "Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5 Quadrangles, San Diego County, California", California Department of Conservation, Division of Mines and Geology, Open-File Report 96-02, State of California, Division of Mines and Geology, Sacramento, California. I I I I APPENDIXB I EXPLORATION LOGS I I I I I I I I I I I I I I ii 'I I I I I I I I I I I I I I CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECffNICAL I CONSTRUCTION ENGINEERING TESTIIJG AND lflSPECTION 1441 MOMTIEL ROAD, SUITE 115 I ESCOMDIOO, CA 9202& I 760.74,,4905 DEFINITION OF TERMS PRIMARY DIVISIONS GRAVELS CLEAN MORE THAN GRAVELS HALFOF <5%FINES COARSE FRACTION IS GRAVELS LARGER THAN WITH FINES NO.4SIEVE SANDS CLEAN MORETHAN SANDS HALFOF <5%FINES COARSE FRACTION IS SANDS SMALLER THAN WITH FINES NO.4SIEVE SILTS AND CLAYS LIQUID LIMIT IS LESSTHAN50 SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 mGm., Y ORGANIC SOILS SYMBOLS SECONDARY DIVISIONS WELL GRADED GRAVELS, GRAVEL-SAND M1XTURES LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL SAND MlXTURES, LITTLE OF NO FINES SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES JNORGANIC SILTS, VERY FJNE SANDS, ROCK FLOUR, SILTY OR CLAYEY FJNE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS JNORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY, SANDY SILTS OR LEAN CLAYS ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY JNORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FJNE SANDY OR SILTY SOILS, ELASTIC SILTS JNORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES GRAVEL SAND SJLTS AND CLAYS COARSE FINE COARSE MEDIUM FINE 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORJNG LOG COLUMN HEADINGS) MAX-Maximum Dry Density GS-Grain Size Distribution SE-Sand Equivalent EI-Expansion Index CHM-Sulfate and Chloride Content , pH, Resistivity COR -Corrosivity SD-Sample Disturbed PM-Permeability SG-Specific Gravity HA-Hydrometer Analysis AL-Atterberg Limits RV-R-Value CN-Consolidation CP-Collapse Potential HC-Hydrocollapse REM-Remolded PP-Pocket Penetrometer WA-Wash Analysis DS-Direct Shear UC-Unconfined Compression MD-Moisture/Density M-Moisture SC-Swell Compression OI-Organic Impurities FIGURE: BLl ~ '5' 'o i ,, 8' r-.. i rn ~ 0 -~ ~ ~ rn ....:i ~ "' ! 5 r,:i t) -~ "' 0 cJ :a ~ :3: "' l .9 t'.;' ~ r,:i Pa A Pa A ::i "SM" CONSTRUCTION TESTING & ENBINEERINS, INC. GEOTECHNICAL I CONSTRUCTION ENGINEERING TESTING AND INSPECTION 1441 MOH!IEL ROAD, SUl!E 115 l ESCONOIDO, CA om6 I 160.746.4955 DRJLLER: DRILL METHOD: SAMPLE METHOD: SHEET: DRU.LING DATE: ELEVATION: of BORING LEGEND Laboratory Tests DESCRIPTION Block or Chunk Sample Bulk Sample Standard Penetration Test Modified Split-Barrel Drive Sampler (Cal Sampler) Thin Walled Army Corp. of Engineers Sample Groundwater Table Soil Type or Classification Change ?--?--?--?--?---?---?-~ ~ormation ~hange f (A~proximat~ boundari~s queried ~?)l Quotes are placed around classifications where the soils exist in situ as bedrock FIGURE: BL2 ll------------- 11 111 PROJECT: ~ CTEJOBNO: 11 IJ LOGGED BY: ~ 0 i ., ., f/l~ ~ ,s i] fr A ·~o: ( I ,- I I --- -5-,- -- 0 1 ..9 j:Q --12 20 22 12 14 13 Chemical Tank Pads 10-9348G SC !fi' 'o -!:1 ,-._ t .£' ~ bO '-' f/l 3 ~ ! r,:i t) A c.5 :E ., g. g ·s r,:i ~ ;:i t'5. ML CONSTRUCTION TESTING & ENGINEERING, INC. llEOTECHNICAL f COHSfRUCTION ENGINEERING TESTING ANO INSPECTION 1411 MOffflEL RO!O, SUITE 115 I ESCOIIOIDO, CA 92026 I 760.m.ms DRILLER: DRil.L METHOD: SAMPLE METHOD: Scott's Drilling Service 8"HAS Modified CAL, SPT, Bulk BORING: B-1 DESCRIPTION ASPALT: 0-0.33'. UNDOCUMENTED FILL: 0.33': Stiff to very stiff, slightly moist, mottled light brown and gray, SILT with trace fine gravel. SHEET: 1 DRU.LING DATE: ELEVATION: of I 1/7/2008 -304Ft. Laboratory Tests WA, MAX, EI, CHM ----1---------------------------------------· CL MD 4': Stiff to very stiff, slightly moist, mottled light brown and gray, CLAY with trace fine gravel. 5': with fine gravel comprised of dark brown SILT. 6': More resistant to drilling. I --i-------·--·---------------------------------------· - I--l.--I - f-10-I--,- --,,__ ,--I :l5- --I I-- ,-- I -- ~0- I -- I-- I -- -- I "25- I 12 21 27 17 32 43 ML-CL SM 7.5': Hard, dry, mottled light brown SILT to CLAY with gravel comprised of siltstone. 10': Same as above. TERTIARY SANTIAGO FORMATION (Tsa): 10.5': Thin seam at contact of very dense, dry, dark brown, silty SAND (SM), underlain by hard, dry, mottled gray and brown SILTSTONE. Total depth = 11.5 fbg. No ground water. Backfilled with excavated soil and two bags of bentonite chips. MD , I B-1 ~ PROJECT: CTEJOBNO: I I I I I I I I I I I I I I I I I I I LOGGED BY: ~ f& 'Z' 0 .., <I) p.' ~ i g ..s i8 fr Q Pa -0 - ~ . ... - ... - --- -- -5-[ >50 - ... - ... - ... - -iO- -- I-- ... - .. - 15- -- ... - ... - -- -2-0- ... - ... - -- -- ;is- ~ CONSTRUCTION TESTING & ENGINEERING1 INC. 8EOTECffNICAL I CONSTRUCTION ENGINEERING TESTING ANO INSPECTION 1111 MONTIEL ROAD, SUITE 115 I ESCOMOIDO, CA 920!6 1160.746.4955 Chemical Tanlc Pads DRILLER: Scott's Drilling Service SHEET: 1 of 1 10-9348G DRILL METHOD: 8"HAS DRILLING DATE: 1/7/2008 SC SAMPLE METHOD: Modified CAL, SPT, Bulk ELEVATION: -304Ft. Q 'o u & ~ 1 ,q bl) BORING: B-2 Laboratory Tests -...., rt) 0 "' M ,-.l fl <:Ii u 0 c.i :.a "' g B ·s <:Ii ~ ;:i, DESCRIPTION ASPALT/BASE: 0-0.66'. ML UNDOCUMENTED FILL: 0.66': Stiff to very stiff, slightly moist, mottled light brown and gray, SILT with trace fine gravel. TERTIARY SANTIAGO FORMATION (Tsa): 3.5': Seam at contact of very dense, dry, dark brown, silty SAND (SM), underlain by hard, dry, mottled gray and brown SILTSTONE. 5': Dry, mottled gray and brown SILTSTONE. WA drv mottled irrav and brown Total depth= 5.5 fbg . No ground water. Backfilled with excavated soil. I B-2 I I I I APPENDIXC I LABORATORY METHODS AND RESULTS I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIXC LABORATORY METHODS AND RESULTS Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Laboratory results are presented in the following section of this Appendix. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. fu-Place Moisture and Density To determine the moisture and density of in-place site soils, a representative sample was tested for the moisture and density at time of sampling. Modified Proctor To determine the maximum dry density and optimum moisture content, a soil sample was tested in accordance with ASTMD-1557. Expansion fudex Test Expansion fudex Testing was performed on selected samples of the matrix of the onsite soils according to United Building Code Standard No. 18-2. Chemical Analysis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity. Particle-Size Analysis Particle-size analyses were performed on selected representative samples according to ASTM D422. I I I I I I I I I I I I I I I I I I I LOCATION B-1 LOCATION B-1 LOCATION B-1 B-1 LOCATION B-1 -LOCATION B-1 LOCATION B-1 LOCATION B-1 LOCATION B-1 LABORATORY SUMMARY 200 WASH ANALYSIS DEPTH (feet) 0.33-3.0 PERCENT PASSING #200SIEVE pending EXPANSION INDEX TEST UBC 18-2 DEPTH (feet) 0.33-3.0 EXPANSION INDEX pending IN-PLACE MOISTURE AND DENSITY DEPTH (feet) 3 7.5 DEPTH (feet) 0.33-3.0 DEPTH (feet) 0.33-3.0 SULFATE CHLORIDE CONDUCTIVITY CALIFORNIA TEST 424 DEPTH (feet) 0.33-3.0 DEPTH (feet) 0.33-3.0 pH RESISTIVITY CALIFORNIA TEST 424 DEPTH (feet) 0.33-3.0 %MOISTURE 21.1 22.6 RESULTS ppm pending RESULTS pm pending RESULTS uS/cm pending RESULTS m pending RESULTS ohms/cm pending CLASSIFICATION pending EXPANSION POTENTIAL pending DRY DENSITY 108.8 104.0 CTE JOB NO. 10-9348G I I I I I I I I I I I I I I I I I I I czl\ CONSTRUCTION TESTING & ENGINEERING, INC. GFOTFCHNlr.Al l CONSTRUCTION ENCilNFFRING TFSTING. AND INSPFCTION MAXIMIMUM DENSITY AND OPTIMUM MOISTURE CONTENT (MODIFIED PROCTOR) LOCATION DEPTH OPTIMUM MOISTURE DRY DENSITY (feet) (%) (pct) B-1 0.33-3.0 pending pending LABORATORY SUMMARY CTE JOB NO. 10-9348G I I I I APPENDIXD STANDARD SPECIFICATIONS FOR GRADING I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I AppendixD Page D-1 Standard Specifications for Grading Section 1 -General Construction Testing & Engineering, Inc. presents the following standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifications. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 -Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. The Contractor is responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 -Preconstruction Meeting A preconstruction site meeting should be arranged by the owner and/or client and should include the grading contractor, ~esi.gn engineer, geotechnical consultant, owner's representative and representatives of the appropriate governing authorities. Section 4 -Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. STANDARD SPECIFICATIONS OF GRADING Page 1 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-2 Standard Specifications for Grading Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 -Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechnical consultant. Soil adversely affect~d should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant. STANDARD SPECIFICATIONS OF GRADING Page 2 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-3 Standard Specifications for Grading The contractor should be responsible for the stability of all temporary excavations. Recommendations b)' the geotechnical consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotechnical consultant or governing agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot; they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the geotechnical consultant may recommend other slope repair procedures. Section 6 -Excavations 6.1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill. If during the course of grading ad:verse geotechnical conditions are exposed which were not anticipated in the preliminary soil report as determined by the geotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. STANDARD SPECIFICATIONS OF GRADING Page 3 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-4 Standard Specifications for Grading 6.2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2: 1 (horizontal: vertical). The geotechnical consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill._ If encountered specific cross section details should be obtained from the Geotechnical Consultant. When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation may vary and should be delineated by the geotechnical consultant during grading, especially where deep or drastic transitions are present. For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended. Section 7 -Compacted Fill All fill materials should have ~11 quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. 7 .1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined. STANDARD SPECIFICATIONS OF GRADING Page 4 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-5 Standard Specifications for Grading Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should observe and approve the area to receive fill. After observation and approval, the exposed ground surface should. be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5: 1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the geotechnical consultant has reviewed the area. Material generated by the benching operation should be moved sufficiently away from STANDARD SPECIFICATIONS OF GRADING Page 5 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-6 Standard Specifications for Grading the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 15 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. STANDARD SPECIFICATIONS OF GRADING Page 6 of 24 I I I I I I I I I I I I I I I_ I I I I AppendixD PageD-7 Standard Specifications for Grading The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-00, D 2922-04. Tests should be conducted at a minimum of approximately two vertical feet or approximately 1,000 to 2,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7.3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2: 1 (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built two to five feet and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant, slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a firmly. compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations, care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not STANDARD SPECIFICATIONS OF GRADING Page 7 of 24 I I I I I I I I I I I I I I I I I I AppendixD Page D-8 Standard Specifications for Grading exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer traclcrolled. For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished using a berm and pad gradient of at least two percent. Section 8 -Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 -Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance with CTE's recommendations during grading. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. STANDARD SPECIFICATIONS OF GRADING Page 8 of 24 I I I I I I I I I I I I I I I I I I I AppendixD PageD-9 Standard Specifications for Grading Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns could be · detrimental to slope stability and foundation performance. Section 10 -Slope.Maintenance 10.1 -Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. 10.2 -Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10 .3 -Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. If slope failures occur as a result of exposure .to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. STANDARD SPECIFICATIONS OF GRADING Page 9 of 24 I I I I I I I I I I I I I I I I I I I AppendixD Page D-10 Standard Specifications for Grading In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i.e., occurring typically within the outer one foot to three feet of a slope face). STANDARD SPECIFICATIONS OF GRADING Page 10 of 24 I I I I I I I I I I I I I I I I I I I FINISH CUT SLOPE ---- 5'MIN --------- BENCHING FILL OVER NATURAL FILL·SLOPE 10' TYPICAL SURFACE OF FIRM EARTH MATERIAL 15' MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT FINISH FILL SLOPE SURFACE OF FIRM EARTH MATERIAL 15' MIN OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) NOTTO SCALE BENCHING FOR COMPACTED FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 11 of 24 -- --- I I I I I I I I I I I I I I I I I I I MINIMUM DOWNSLOPE KEY DEPTH TOE OF SLOPE SHOWN ON GRADING PLAN FILL ---------------------..... ~~f'-\. -----,.lW\~' --4' --p.._?-iP ---;\..~~ ----u\ir:,..€i ----u~ -~P----------~ .----10' TYPICAL BENCH / ---WIDTH VARIES .111 --.l'r --/ 1 --. COMPETENT EARTH / --MATERIAL --2% MIN---- 15' MINIMUM BASE KEY WIDTH TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOMMENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL. NOTTO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 12 of 24 ------------------- C/J ~ z 0 )> :0 0 C/J "iJ iJ m lllO cc -CD :!] ...i.O "'~ o--h 0 NZ ~C/J '"Tl 0 :0 Ci) :0 )> 0 z Ci) REMOVE ALL TOPSOIL, COLLUVIUM, AND CREEP MATERIAL FROM TRANSITION CUT/FILL CONTACT SHOWN ON GRADING PLAN CUT/FILL CONTACT SHOWN ON "AS-BUILT" NATURAL~ --TOPOGRAPHY __ -------------CUT SLOPE* -----------.,... -.,... -?-.~W\o\/~ FILL ---- -----:-;.;-u1J\ ~o c1s<-<-".:.---- --,, co\..\..'Jv --- --14'TYPICAL I ,o?50''"".:,.--------, rr:------- 15' MINIMUM NOTTO SCALE 10'TYPICAL BEDROCK OR APPROVED FOUNDATION MATERIAL *NOTE: CUT SLOPE PORTION SHOULD BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL I I I I I I I I I I I I I I I I I I I TYPICAL BENCHING SEE DETAIL BELOW MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED FILTER MATERIAL FILTER MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: DETAIL 1-----4--31.- 14" MINIMUM SIEVE SIZE PERCENTAGE PASSING 1" 100 90-100 40-100 25-40 18-33 5-15 0-7 INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM MINIMUM 4" DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) 6" FILTER MATERIAL BEDDING APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL-CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING LENGTH OF RUN INITIAL 500' 500' TO 1500' >1500' PIPE DIAMETER 4" 6" 8" NO.4 NO.30 NO.8 NO.50 NO. 200 0-3 NOTTO SCALE TYPICAL CANYON SUBDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 14 of 24 I I I I I I I I I I I I I I I I I I I CANYON SUBDRAIN DETAILS [ SURFACEOF COMPETENT MATERIAL =:~-------------~ ...... ' /.,,,,. <'' . COMPACTED FILL / '/ \\ // \ / TYPICAL BENCHING ,, / ,, // SEE DETAILS BELOW --,_,,,,, --' / TRENCH DETAILS 611 MINIMUM OVERLAP REMOVE UNSUITABLE MATERIAL INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM OPTIONAL V-DITCH DETAIL MINIMUM 9 FT3 PER LINEAR FOOT OF APPROVED DRAIN MATERIAL 0 24" MINIMUM MINIMU,M 9 FT3 PER LINEAR FOOT OF APPROVED DRAIN MATERIAL MIRAFI 140N FABRIC OR APPROVED EQUAL APPROVED PIPE TO BE SCHEDULE 40 POLY- VINYLCHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING SIEVE SIZE 1½" 1" ¾" ¾• NO. 200 PERCENTAGE PASSING 88-100 5-40 0-17 0-7 0-3 LENGTH OF RUN INITIAL 500' 500' TO 1500' > 1500' NOTTO SCALE GEOFABRIC SUBDRAIN STANDARD SPECIFICATIONS FOR GRADING Page 15 of 24 PIPE DIAMETER 4" 6" 8" I I I I I I I I I I I I I I I I I I I 1' 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL H/2 AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM) DIMENSIONS ARE MINIMUM RECOMMENDED NOTTO SCALE TYPICAL SLOPE STABILIZATION FILL DETAIL STANDARD SPECIFICATIONS FOR G_RADING Page 16 of 24 I I I I I I I I I I I I I I I I I I I 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER DIMENSIONS ARE MINIMUM RECOMMENDED NOTTO SCALE TYPICAL BUTTRESS FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 17 of 24 I I I I I I I I I I I I I I I I I I I FINAL LIMIT OF EXCAVATION OVEREXCAVATE OVERBURDEN (CREEP-PRONE) DAYLIGHT LINE FINISH PAD OVEREXCAVATE 3' AND REPLACE WITH COMPACTED FILL COMPETENT BEDROCK TYPICAL BENCHING LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. EQUIPMENT WIDTH (MINIMUM 15') NOTTO SCALE DAYLIGHT SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 18 of 24 I I I I I I I I I I I I I I I I I I I PROPOSED GRADING --- NATURAL GROUND COMPACTED FILL ·-------- ---- --------------- BASE WIDTH "W" DETERMINED BY SOILS ENGINEER PROVIDE BACKDRAIN, PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN EXCESS OF 40 FEET HIGH. LOCATIONS NOTTO SCALE OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. TYPICAL SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 19 of 24 --- ----- I I I I I I I I I I I I I I I I I I I FINISH SURFACE SLOPE 3 FP MINIMUM PER LINEAR FOOT APPROVED FILTER ROCK* CONCRETE COLLAR PLACED NEAT A 2.0% MINIMUM GRADIENT A 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS COMPACTED FILL 4" MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET DURING GRADING TYPICAL BENCH INCLINED TOWARD DRAIN **APPROVED PIPE TYPE: MINIMUM 12"COVER SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI BENCHING DETAIL A-A TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE 1" ¾" ¾" NO.4 NO.30 NO.50 NO. 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 5-15 0-7 0-3 NOTTO SCALE TYPICAL BACKDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 20 of 24 I I I I I I I I I I I I I I I I I I I FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAR FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT COVER CONCRETE COLLAR PLACED NEAT COMPACTED FILL A 2.0% MINIMUM GRADIENT A MINIMUM 4" DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS MINIMUM 12"COVER *NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1½" 100 1" 5-40 ¾" 0-17 ¾" 0-7 NO.200 0-3 TYPICAL BENCHING DETAIL A-A NOTTO SCALE MIRAFI 140N FABRIC OR APPROVED EQUAL 4" MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE BACKDRAIN DETAIL (GEOFRABIC) STANDARD SPECIFICATIONS FOR GRADING Page 21 of 24 I I I I I I I I I I I I I I I I I' I I SOIL SHALL BE PUSHED OVER ROCKS AND FLOODED INTO VOIDS. COMPACT AROUND AND OVER EACH WINDROW. 1 STACK BOULDERS END TO END. DO NOT PILE UPON EACH OTHER. 10' 0 0 /6 0 0 ~10'MINO NOTTO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 22 of 24 0 STAGGER ROWS I I I I I I I I I I I I 1· I I I I I I FINISHED GRADE BUILDING 10' AND SWIMMING POOLS NO OVERSIZE, AREA FOO_R FOUNDATION, UTILITIES, d O 0 ~ 4•L-. WINDROW~ 5' MINIMUM OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW NOTTO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 23 of 24 0 I I I I I I I I I I I I. I I I I I I I ---- GENERAL GRADING RECOMMENDATIONS CUT LOT --ORIGINAL -----GROUND ------------TOPSOIL, COLLUVIUM AND --- WEATHERED BEDROCK ---------- ------UNWEATHERED BEDROCK OVEREXCAVATE AND REGRADE COMPACTED FILL CUT/FILL LOT (TRANSITION) UNWEATHERED BEDROCK NOTTO SCALE TRANSITION LOT DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 24 of 24 _--ORIGINAL ....,,--.,,,,,. --GROUND .,,,,,. .,,,,,..,,,,,. 'MIN OVEREXCAVATE AND REGRADE CB080822 2282 FARADAY AV -•q; CONSTRUCT EQUIP PLATFORM "E EXISTING STRUCTURE, 1000 SF ... ,,...,, ......... ~ \ 5";;;) VJ---ftµ,, "i:, {;)1_ w ~.C.f6 -~ ~-~~ 1.,--', !ir~'-k. .. .,.. . Lk>A ~~ .. # · --· (J 7(1 c.,.,,;·· · · . 1 r:rrr·'t"S?-,-Y ; is]t3~ ~ @-FC, . ===,~=.~PEIMWORl<SHr.CT ~/?/-tlr' C£"'--I' u~ ' ==~::~~.=:::~~!crn.t, l r ·7 . . _ I) r1: :&-1 ......... / ~~ENG CORR . ~~w ~ --~~ 0-1£ /If~~ ~JJW(,6-~oj_-?!/;''.,/ SJ 1,5).J./g.l,rJ0.1, •>·',"'J:jf) ~j 1)0/Pt-JJ:""/4 f;,,;:,yf-~ jtC) w.y ~ . ; r .. . { wji,u,J ca.Pei) /f 1,,/ ,,,, Joi ';:!,,( n;-{ ~) w I °"'a r @. R . ~, /_..,1/\ A,0,_ .c;;;/"l, t,,,, ,re ~ ~--· . VJ ~~ V a;, ' \....).;(fl/ • •':; , •. ;:~~. ' ' . . ,,.~. ·~~ '>/ 1, /~ CJt#' ~ ~ ...,,,,__Q.,, J.ctta. ~ 1,/u~ ~ • 8f,6-/ L ,;'<~ 7/ Z. 1., ! a 5 !'.l fl h c~+ ¾, P"" ~,,k. ''A" a.-e '' t-" s 1,,,.,.,,/-s -\-. "'-~ <l i) / ' ~ f 6-r \-vvl (PwAfq,{I!-\-~ c.o-w{i~ 'Z"'cl. ~~t. /J· ' 7h-'-f! or r;;;_;_~a:J-Fe~ IJlUJ Cc,.xµj-o1. 4-JittJf-,/ji,rJ t l 1spv 1 ~>u.se...o ~~1>..t>(). ~ .. ~~...__::h ~ ~-~~~._..I..~ \.WA~~ ~hl\ IJ'\ \, . ~ \ i _t City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-27-2008 Plan Check Revision Permit No:PCR08120 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: LEAF BLEVINS 1255 PHILLIPS ST VISTA 92083 619 9444107 Building Inspection Request Line (760) 602-2725 2282 FARADAY AV CBAD PCR Status: 2120614600 $0.00 CB080822 Lot#: O Applied: Construction Type: NEW Entered By: ISIS-CHANGE FRAMING AT ACCESS OPENINGS Plan Approved: Issued: Inspect Area: Owner: BMR-2282 FARADAY AVENUE LLC C/O PARADIGM TAX GROUP. 3645 RUFFIN RD #310 SAN DIEGO CA 92123 Plan Check Revision Fee Additional Fees Total Fees: $180.00 Inspector: Total Payments To Date: $180.00 Bala.nee Due: FINAL APPROVAL Date: Clearance: ISSUED 10/08/2008 LSM 10/27/2008 10/27/2008 $180.00 $0.00 $0.00 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 vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exnired. Plan Check Revision No. P~ 08 I ~ Original Plan Check No. C!.& e:rt;O g-::a~ ProjectAddress ,1-1r~'J-, fAP-AVH-r-Date 1°/b/a~ Contact We?' ~L,py J ~ Phr:;;J-fCj'ft.µ/ fo=f Fax ffeo/'& 41'e::-0#0 Address (1J%' f!+/U-,/f0 Cf!'' 1 \)/q(f\ Cfs · q '2,t)~~ I General Scope of Work 6Htr]Jfb¢ f1'2:fflt /-JG kT A-~~ ,&Pz,-4-JJ ~<6.q;, Original plans prepared by an architect_ or engineer, revisions must be signed & stamped by that person. 1 Elements revised: D Plans D Calculations D Soils D Energy D Other __________ _ 2 Describe revisions in detail 5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? D Yes 3 List page(s) where each revision is shown D Yes ~ 7 Does this revision affect any fire related issues? D Yes ~ 8 lsthisacom~~es i]r'No #~c,f1/1AAI/ ,pJ(lt,,'( £SSignature ~tJ 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 7 60-602-2717 / 2718 / 27 19 / 2721 4 List revised sheets that replace existin sheets @/,/ t;:2-, I Fax: 760-602-8558 EsGil Corporation In Partnersli.ip witli. qovernment for (}3uifaing Safety DATE: 10/16/08 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 080822 rev#2(PCR08-120) SET: I PROJECT ADDRESS: 2282 Faraday D APPLICANT ~JU~ PLAN REVIEWER D FILE PROJECT NAME: Isis Pharmaceuticals New Equipment Platform Revision r:g:j 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 being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. · D The applicant's copy of the check list has been sent to: r:g:j 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: ) Fax#: Mail · Telephone Fax In Person r:g:j REMARKS: Revision #1 (PCR08-105-platform revision) was not approved yet. By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC · 10/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,. City of Carlsbad 080822 rev#2(PCR08-120) 10/16/08 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad rev#2(PCR08-120) PLAN CHECK NO.: 080822 PREPARED BY: David Yao BUILDING ADDRESS: 2282 Faraday BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier platform revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance d Plan Check Fee by Ordinance ~ Type of Review: -D Complete Review D Other DATE: 10/16/08 TYPE OF CONSTRUCTION: Reg. VALUE Mod. D Structural Only D Repetitive Fee =3 Repeats 0 Hourly 1.51 Hours* Esgil Plan Review Fee • Based on hourly rate Comments: ($) $1ao.ool $144.001 Sheet 1 of 1 macvalue.doc STRUCTURAL CALCULATIONS for ISIS PHARMACEUTICALS T.I. NEW EQUIPMENT PLATFORM-DELTA4 REVISIONS Carlsbad, CA Prepared for: Blevins Cubed Architects 9921 Carmel Mountain Road, #291 San Diego, California 92129 Prepared by: · Devine Engineering, Inc. 12316 Oak Knoll Road, Suite C Poway, California 92064 858-7 48-6168 October 7, 2008 D.E.I. Job No.: 1012.00 l Pl, Structural Revisions to Plans- 1 . The mezzanine framing was modified to remove the access panel openings in the steel mezzanine now the steel planks will go over the openings like the rest of the structure, ref S2.2. 2. The catwalk was lowered to match the elevation of the rest of the mezzanine due to the tanks .being shorter than previously designed, ref S2.2. 3. Detail 2/S3.1 was removed to due to the catwalk being lowered to match the mezzanine elev. PCR08120 2282 FARADAY AV ISIS-CHANGE FRAMING AT ACCESS r'\DCl\111\10-C t0{C£s'}Oli!: ~ JO ~~IL c·Qi}, 08 ~O~ ~;;}. -:s,, u_ Ci. 6$6>1~ 4 ~ 9 cJ2.. ~ lol(1 log (v·J-1 fLT'J? oy-FL c;.-1...Lt i3 f) lo-----'.::> /o (; z!oo I j) txlJ B p crL 'AO-~ ;Jr ~SL"! Approved Date By Building /0/1-;J, 'e, Planning ! Engineering Fire Health / F.O.G. I HazMat/Air Quality Comments Date Building Planning Engineering Fire Forms/Fees Sent Rec'd Due? By School y N --- CFD y N PFF y N PE&M y N Special lnsp. y N Fire y N Sewer y N Fees Complete _______________ _ APPiication & Related Docs. Complete _____ _