Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2870 WHIPTAIL LOOP; ; CB153617; Permit
4I1ityof Carlsbad --1_ prinkt Date: 07/19/2018 , Permit No: CB153617 Job Address: 2870 Whiptail Lp Perinit Type: BLDG-Commercial ' Work Class: New Status: Closed - Expired Parcel No: 2091201000 . Lot U: Applied: 10/26/2015 Valuation:' $ 6,408,664.00 Reference U: Issued: 03/25/2016 Occupancy Group:, Construction Type Permit U . . Finaled: U Dwelling Units: . Bathrooms: Inspector: PYork - - Bedrooms: '. Orig. Plan Check U: Final Plan Check U: Inspection: . •ProjéctTitle: '. . -Description: COMM: 110,730 SF COLD SHELL - BLDG A LOT 13- 14,533 OFFICE SHELL, 96,180 WAREHOUSE Applicant: . GREGORY SPON '6363 Greenwich Dr, 175' . -. . 4San Diego, CA 92122-5947 . . .. ' ,• 858-638-7277 'FEE . AMOUNT" Total Fees: , , Total P'ayments To Date: Balance Due: Ple'a'se take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days fromthe 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 ény other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failur& 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 projectNOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. - S. EXPIRED PERMIT. PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AMENDED BY C.M.C.1.8.04.030 ' - DATE1 i°t I SIGNATURE?€&. Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov J 4 .7 -.-'--.,. i . '7 Ccityof, Caflsbad,." ', ,1 Print Date 07/24/2018 .. Permit No 5W150422 JobtAddress . 2870 Whiptail Lp tPermit Type:. .'BLDG-Migràted - .--,-Work Class: BLDG-Migrated Status: Closed - Finaled - Parcel No . Lot #: Applied 10/26/2015 Valuation $ 0.00"\: ,U Issued:03/25/2016 Occupancy Group: 4' - . . Construction Type Permit 07/24/2018 . 4. 4 . -• Finaled: U Dwelling Units:,,Bathrooms ' Inspector Bedrooms ' Orig. Plan Check U Final Plan Check U Inspection Project Title " Description SWPPP 110;730 SF COLD SHELL BUILDING I' t 4 . 74. I,. • 7. . / 7 . .7-. - •. . * FEE -.7. '7 - -.4.- AMOUNT - - ', . - .- - -• - •- - Total Fees .7 .. - ' - Total Payments To Date Balance Due 4... - 74,! • 7• .. .4. * - -fl 7.44 4- - 4 -• -7 • •• -.7 . \,,,*- •'•- - 7., 4 4774 -'S7 .. , . . '4 4 -- -: .7 •H•t 4. ••_• -7. 7 4 '4 - 7' '•. '.7.. .7 ., - . -. • . - ,, : -. --. I -r , 'A • 44* '4 Jr, - 74 - 7 7•fffl ' I'- . / 7 ,• . 7*_y,', •"_ 4' '4 . . -• I- ' / - 4 -4- 4" .4,-...7 - -v Building Division ' 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www carlsbadca gov -'-.7 -. '4 •- - ' .4;, '7 -' V. ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: EPLANNING EENGINEERING BUILDING FIRE QHEALTH DHAZMAT/APCD f?" . Building Permit Application Plan Check No. Qj3 15 cc -. Est. Value (O (4, 1" k City of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cd,r1sbad. . Plan Ck. Deposit email: buildingcarlsbadca.gov Date SQ- ZAv - c IswPPP0422I www.carlsbadca.gov JOB ADDRESS suITE#/spAcE#/uNrr. APN - - 209 120 10 ,T/PROJECT # LOT U PHASE U # OF UNITS U BEDROOMS U BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 13. I n/a SR Commercial Ill-B I B/ S-1 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Warehouse/ Office buildingJ Building Aiisf, total building area.r T.. Interior to be permitted under separate tenant improvements. EXISTING USE . PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINJ1ERS n/a B/ S-I YES #. NO YES [:]NO YES NOD APPLICANT NAME- - Gregory Spon .......... PROPERTY OWNER NAME SR Commercial ADDRESS 6363 Greenwich Dr, Suite 175 ADDRESS 127 Lomas Santa FE Dr CITY . . , STATE ZIP . San Diego CA . 92122 CITY STATE ZIP Solana Beach CA 92075 PHONE, FAX PHONE FAX 858-638-7277 858-314-3116 EMAIL - EMAIL gspon(waremalcomb.com adam(sr-commerciaLcom, cj@sr-commercial.com DESIGN PROFESSIONAL Please see above CONTRACTOR BUS. NAME Ted Weeks ADDRESS ,. ADDRESS 7460 MisSion Valley Road, Suite 200 CITY ,. STATE ZIP CITY STATE ZIP . ' San Diego CA 92108 PHONE, . . .. .. FAX , PHONE FAX 619-220-4881 EMAIL . • EMAIL TedWeeks4@tfwconstruction.com 1 STATE LIC.# . STATELIC.# 1CLASS 1CITY BUS .LlC.# (Sec. IULb uusiness and Prolessions coae: Any city or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law fChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). c00000 G®OQOOI Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: [J I have and will maintain a certificate of consent to self.lnsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. U I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers compensation insurance carrier and policy number are: Insurance Co. . Policy No. Expiration Dale section need not be completed if the permit is for one hundred dollars ($100) or less. Ths 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 10 become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (114100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE . 0 AGENT DATE ®OWOQ( I hereby affirm that lam exempt from Contractor's License Law for the following reason: [] 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 sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). IJ 1, 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 then, and contracts for such projects with conctor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan to provide the moor labor and materials for construction of the proposed properly improvement, []Yes []No 2.1 (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! phone! contractors' license number): - 4. I plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name! address I phone / contractors' license number): 5. twill provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone I type of work): - '..'PROPERTY OWNER SIGNATURE , DAGENT DATE c .(. _t?OOO OQC3i7000 0001)@ 001?Ø øD7 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?. - Yes / No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes _1 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / 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. sanagamman eammonaøo1k3c2 = 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 - AWOMMOU 000c1I1oeo IceItJfythatI have read the application and statethattheabove Information Iscerrectandthatthe informalionon the plans. lsaccurate. IagreetocompIywfth all City ordinances and State laws retailing to building construction. I hrebyautho&e representative of the City of Cacbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'O' deep and demolition orconstniction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions o(thin Code shall expire by limitation and become null and void if the build ingorwork authorized by such permit is not commenced within l8o days from the date of such permit orif the building or work authorized by such permit is suspended or abandoned at any fin after the work in commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE GMS . DATE -. . .( STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATEOF cIITIW Fax (760) 602-8560, Email bUiIdingäcarlsbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r. . ,.. CO#: (Office Use Only) CONTACT NAME .' - - - ..........- .- - OCCUPANT NAME - ADDRESS , - - -. - BUILDING ADDRESS - CITY' - -. ....... I - STATE ZIP CITY STATE ZIP -. Carlsbad CA PHONE,---• . .. FAX - EMAIL . - - •'- . . .. . OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS 4PICK UP. CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CS# - MAIL TO: CONTACT (listed above) OCCUPANT (listed above) CONTRACTOR (On f- 1) NO CHANGE IN USE / NO CONSTRUCTION .'MAIL/FAXTOOTHER:' -. - -- - - CHANGE OF USE/ NO CONSTRUCTION LAPPLICANTS SIGNATURE DATE Carlsbdd- February,28, 2017 . . .- - •V ',VI * Owner/Tenant k •, . 2870WHIPTAILLP ' Carlsbad CA PERMIT NUMBER: 9B153617 ISSUE DATE: 03/25/2016 RE: BUILDING PERMIT- EXPIRATION ADDRESS: .PEWIT-TYPE: BLDG-Commercial, New Our records indicate that your building pernhitwitl expire by limitation of time on 04/24/2017. . •V V V• • ••• . -. V' 18.04.030 Section 105.5 athended- Expiration: Every permit issued' by the Building Official under the provisions of this code shall expire by limitation and become null and v01d iLthe building or work authorized by such permit is not commenced within 180 calendar days from the date of such peniit, or if the building or work authorized by such permit is stopped at any time after the work is commendedfor a 'period of 180 calendar days, or if the building or work authorized by such permit exceeds three cále'hdar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has.-obtained a. required inspection approval of work authorized by the permit by the Building Official within 180 cléndar days" of the dath of permit is Work shall be presumed to be stopped if the permittee has not • A obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial ,kcomlencement of work authorized by such permit. . t •' .:. .' •V Beforesuch work canbe. recornmeñced, a new permit shall be obtained to do so, and the fee therefore shall -be one half the amount required for- ,,a new permit for such work, and provided that no changes have been made dr will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has -hot exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a'new permit fee. •, . . - Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under, that permit wheñthe permittee is unable to commence work within the time period required by this section • for good'and satisfactory reasons. Please check belôw.indicating your intentions and return this letter to us. ,. Project abandoned. Anew permit will be obtained prior to commencing work. . Permit '180 day extension .request, with written explanation including phone number and email address..: Request will hot be onsidered without explanation . . Re'newal, permit requested. . If. the project has, 'been completed and only a final inspection is needed, please call the inspection request line at (760),602-2725. : , 'V V,, ••• •, - ,. - V 'V , ' '. ••- - - Community & Economic Development Building Division I;1635 Faraday Avenue Carlsbad, CA'92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov V V •V • - V. F 'Permit Type:. BLDG-Commercial -' . Application Date: 10/26/2015 Owner: Work Class: New Issue Date: 03/25/2016 Subdivision: Status: Closed -'Expired \ - Expiration Date: 01/02/2018 Address: 2870 Whiptail Lp - Carlsbad, CA lVRNumber: 710065 Scheduled Actual hspèction Type Inspection No. Inspection Status Primary Inspector CompleteDate Reinspection Start Date - Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01/1012017 - .01/10/2017 1. BLDG-Final 009052.2017 Partial Pass Paul York Reinspection lncornplete Inspection . 'V Checklist Item COMMENTS Passed .. BLDG-Building Deficiency V No -, BLDG-Plumbing Final No .. - - . - BLDG-Mechanical Final No - . BLDG-Structural Final No BLDG-Electrical Final' - I No ' 01/24/2017 - 01/2412017' BLDG-Fire Final 011016-2017 Passed Dominic Fieri S Complete. - - Checklist Item COMMENTS Passed 'V V •V - I -- FIRE- Building Final - Yes V 01/25/2017 01/25/2017 BLDG-Final -: 011267-2017 Partial Pass Paul York Reinspection V, V . Incomplete* Inspection V •" Checklist Item • COMMENTS Passed • ;. -- V • - BLDG-Building Deficiency - ' No BLDG-Plumbing Final No BLDG-Mechanical Final No ' 41. V - '• ' BLDG-Structural Final No , V - BLDG-Electrical Final • F - S No . V • •'• V V • I , V •• S V • • -' V. - . .5 '. 1) V - V • V •V - V V •V a S •, V.. VS V' V • \• - , -- V - , • V • ••' 54 -V - •j • • , V .' 5,:' - - - S S -. V , '. ,..- , - - . S. V - V • 5 V V -- V - V •• - - V - - -. S - ' 'V , S ' • ' ' , , V - V , July 19, 2018 - • ' V - V Page 2 of 2 S - --V.' - V .4 . Peimit Type: BLDG-Commercial Application Date: 10/26/2015 Owner: Work Class: New ' Issue Date: 03/25/2016 Subdivision: Status: Closed - Expired Expiration Date: 01/02/2018 Address: 2870 Whiptail Lp Carlsbad, CA IVR Number: 710065 Scheduled - Actual Date - Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete. 11103/2016 BLDG-11 000294-2016 Partial Pass Andy Krogh Reinspection Incomplete Foundation/Ftg/Pier s(Rebar) ' Checklist Item COMMENTS Passed f BLDG-Building Deficiency east side light ftgs and south side from east Yes - V corner 5ftgs BLDG-24 000297.2016 Partial Pass Andy Krogh Reinspection Incomplete" V Rough/Topout - 4 Checklist Item COMMENTS Passed BLDG-Building Deficiency east side 4 roof down'drains Yes • BLDG-31 000295-2016 Partial Pass Andy Krogh Reinspection Incomplete -_ Underground/Condu it - Wiring /• • V. V Checklist Item COMMENTS Passed BLDG-Building Deficiency east side light ftgs and south side from east Yes corner 5ftgs 11/09/2016 11/0912016 BLDG-11 000477-2016 Partial Pass Paul York Reinspection Incomplete V Foundation/Ftg!Pier . * s (Rebar) - • V V V Checklist Item COMMENTS Passed V - BLDG-Building Deficiency east side light ftgs and south side from east Yes . • V • corner 5ftgs V V BLDG-14' 000304-2016 Partial Pass Paul York Reinspection Incomplete • Frame/Steel/Bolting! V V Welding (Decks) V •• V Checklist Item . COMMENTS Passed • V BLDG-Building Deficiency Yes V V 11/17/2016 *11/17/2016. BLDG-Electric Meter 001599-2016 Partial Pass Paul York Reinspection Incomplete - Release • . Checklist Item COMMENTS Passed -. BLDG-Building Deficiency V No V 12/14/2616 12/14/2016 BLDG-Final 005483-2016 Failed-Construction Paul York Reinspection Complete V Inspection •; Change Needed • V V Checklist Item COMMENTS Passed - • V 'BLDG-Building Deficiency No V . BLDG-Plumbing Final No V 4 - BLDG-Mechanical Final No V V • V BLDG-Structural Final No V V BLDG-Electrical Final V '-No V V V 12/30/2016 12/29/2016 BLDG-21 V • 007561-2016 Partial Pass Paul York / Reinspection Incomplete V • • V V Underground/Underf VV V • V loor Plumbing . • V July 19, 2018 V - V V Page 1 of 2 A" San 4373 VIewre;u12 NOYA 1 858-292-7575 FAX 858-292-7570 Services 4 DAILY FIELD REPORT Page 1 of_1 ?06. Project Name: *t48V ( I*G1/$ L*,' /3 #1 NOVA Project Project LOcation: 40 it- /7 M7 j41#i AMC. Zer -40"WJFW Date: 7S/ 7. Contractor: . Time Arrived:00 ________________ Permit #:18/53&4 /7 . File # Time Departed: O' Type of Inspection oAsphalt DPrestressed Concrete OFireproofing DSoillCornpaction 7CoC ' Plant OMasonry DEpoxy/Non-Shrink Grout Doundation ncrete/Shotcrete DWelding / HS Bolting 0 Check List O&oils Report oved Plans Ipcifications etails Referenced on Plans________________________________________________ 'A'LELT1II;I T, - - Tests Performed on SiteLcec. -4#- -'Gr Y ceRfr Use Additional Sheets if Needed The Work 26A S OWAS NOT The Work Inspected DID NOT MEET Inspected in Accordance with the Requirements of the Approved Documents The Requirements of the Approved Documents Material Sampling DWAS NOT [INVA Reinspections or Not In Contract Work DYES []No Performed in Accordance with Approved documents See Amount of time performing Reinspections or MC Work: Signature of On-Site F tative/ Name /Title zpp Inspector Name Jer Signature of mployee Certification #. HI&. NOVA ..1 Services . 4 r 2 4373 Viewridge Avenue,Suite B San Diego, CA 92123 8-92-7575 FAX 858-292-7570 DAILY FIELD REPORT Page 1 of / Project Name: 4AAAMAM O*( A°W ' 47 NOVA Project #: /Of ½.-/ Project Location: 401 /7 7470 "'40 4 I(j Date: Contractor: : Time Arrived: 7400 Permit it: ef C IS 46 '7 File #: Time Departed: Type of Inspection DAsphalt DPrestressed Concrete DFireproofing DSoillCompaction OBatch Plant []Masonry DEpoxy/Non-Shrink Grout OFoundation oncrete/Shotcrete DWelding / HS Bolting Check List [ils Report Qproved Plans Qcifications ZTR~F s etails Referenced on Plans /YlV'&Z4d qy0 _2O Work Inspected: '' 7' è,9,0'ha,rnes- Tests Performed on Site Use Additional Sheets if Needed The Work LAS OWAS NOT Inspedted in Accordnce with the Requirements of the Approved Documents Material Sampling iYAS Dwis NOT DNIA Performed in Accordance with Approved documents -. innature of On- e Re resentative/ Name! Title - 6f Inspector Name 1 The Work Inspected OMET DDrD NOT MEET The Requirements of the Approved Documents Reinspections or Not In Contract Work DYEs ONo Amount of time performing Reinspections or NIC Work: Hours Signature of trnployee Certification # f p' ietge Avenue, Suite B San Diego, CA 921'23 NOVA 1 8 AR 58-292-7575 FAX 858-292-7570 Services 4 IL : . 4 DAILY FIELD REPORT Page 1 of/ Project Name '44 04/Cf A'a1_1/ CO/ /7 4q NOVA Project # ' / Project Location L'1' / 70 "P4g. "( Date Contractor - Time Arrived 7 Perxnit#:'. !/3I '7 File #: TimeDeparted:/2CO Type of Inspection DAsphalt DPrestressed Concrete OFireproofing DSoiu/Compaction DBatch Plant .( OMasonry DEpoxy/Non-Shrink Grout DFoundation Concrete/Shotcrete DWeldmg / HS Bolting [.{ Check List 'ils Report proved Plans . .cifications ., F1's 2etails Referenced on Plans -oo 4-cz - - 'c d i?rdvs j Work Inspected ''A1f//r 4J bfg,'J7Zts, 7' $vt ,Ph omes- A A'I niI,ciçs - o.Ve,f4sL ii' ix' 93057 P4tccø2, Tests Performed ön Site: 5 *e Use Additional Sheets if Needed .. The Work Dw.s NOT The Work Inspected []MET ODID NOT MEET Inspected in Accordance with the Requirements of the Approved Documents The Requirements of the Approved Documents Material Sampling DWAS NOT DIVA Remspections or Not In Contract Work DYES D\o Performed in Accordance wch Approved documents . . . Amount of time performing Reinspections or MC Work: -. Hours - .,'Sienatureof Oi- 'e R' resentative/ Name / Title ; Inspector Name Signature of timployee Certification # 4 ..,-.- r 3 . - rt'\I 4373 ViewridgeAVeflUe, Suite B ................./ San Diego, CA 92123 _Y 858 292 7575 FAX 858-292-7570 -4 .. DAILY FIELDREPORT Page 1°f .- Proj zIme mz06c86 01#09 lof /3 4 NOVA Vroiccl Pro1w I 4 con; I. r ...._7.l4/ Tmi -ir,d _ Pern F: jS3 &17 File Time — - -: TN-pe ufInspe.,,n DAspliaR OPrestressed Concrete DEireprooting - . OMasonr DEI0\Y/NOflShflflk Grout DL itl "iOfl toni_rete Sb 'tcrcli. D\Veld,n, HS Bolting 0 4-.,m— — Check List Soils Report Djproted Pljn'. rfspecifications A, 1i6ctai1s Referenced on Plans z ai/4 wj $2. CA dij'.sc...I 5So Work Inspected-- 'JZ' AS I tc72_±r,y /ze 7--- -- -- —-- AF 2-7 I Tests Perrormed on Site -- — Use AddlUonal Sheets if Needed The Work • MS NflT mc Work Inspected 0ou NOT MEET 1ñspiried ii' th 11w Rc 1nn,L1Iw of tiw Approved D.umii, V.w Ri r1u,its ut 11w Appn'tF~ 4 u8111 atcrla1SsnipIing Qw.s Qwasxnr . IPIA i',,ia;w.i 'iliine per1unuin I iTepixtionc or NIC \Vork • - --.•--.-•. .....-..-•--. - ._:..:1TiSfli ReprCeflIa1i'*' ii. TIk — - :.• • 4 . . . • 'fllficatii30 ••• •;4 4 ..-.. •.;, 4, •., •4 .•... • P . .. 4 • : 1373 Viewridge Avenue, Suite B San Diego, CA 92 123 I • - L4 A . 85S-292-7575 FAX SSS-292-7570 ; : -- DAILY FIELD REPORT ..• :. Page 1 of. oleo r)lOLj\lfl1L &SSa4i 4ir.c 41th7H .40T/3 &c'gA -- Procc c(1I!'r: :_.._._ -- ............... PL1n,/S34L.7 Time Departed Tvpe.of1nspectiiir DAsphalt . . OPrestressed Concrete DFireprooling Mason DEpoxy1Non-Sh.rink Grout •'- Concrere/Shc'tcrete. oWelding / HS Bolting D. .,. ZSoii Rt.pon . 'ppo d Plan,-,. tSpccificauons .Fls . ED Details Referenced on Plans d -JO1 SS d, /v4od .J1''ie Woik .! nspected ,V j __P1049V&4Wfr :IIiIIZI i A. ' Tests rerforme on Site: . Use Additional Sheets if Needed The \% at_k _________ NOT - The Work inspicted DOlE) \01 MEET Inspc:i t! .\cirdance wi: thC lrii of Approved Ei,,tirn-i, fl: fflL• \ppv..d Doctm:nts aterial SanipJing Dw\s flws --r D:A Reinspect ions or Not In Contract Work DYE.s 'DNo - H \, r t ' i e pet Iurmin RIn\pecuon or NEC Work: - N. V17. u _ - t + ti II. or LflhI'Itj\L_ CLruIIi.. 11101 - • . . ,- - . - .. - - ••• . T .b - , .•-' . . • 'I, ( (.TIi fl fl 1\J INCORPORATED GEOTECHNICAL • ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92 12 1-2974 U TEL (858) 558-6900 • FAX (858) 558-6159 IWO FOUNDATION OBSERVATION REPORT PROJECT NAME: (4W'32 41// 14T /' PROJECT NO. LOCATION:iDe) A UfEAO 7'45 A650Ave, Tf*(.,(f 1,'fV/iII Y (~t>4TZ2 It JWL4D A r ,,,, (A).AewnW tEZ") I'(c Al. c ..,#') - 4/12i4& AGENCY PROJECT NO: APPROVAL / PERMIT NOS: DATE El ADDITIONAL OBSERVATION REQUIRED 0 SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION I Check soil conditions exposed are similar to those expected Check footing excavations extend to minimum depth recommended in soil report lI Check footings have been extended to an appropriate bearing strata D Other APPLICABLE SOIL REPORT: TITLE: C?f7144('4L IYPL f C0I574/ 44k( 4/,'4T/ - - DATE: SOIL REPORT RECOMMENDATIONS BASED ON: - - El Expansion Condition 0 Very. Low (0-20) El Low (21-50) El Medium (51-90) 0 High (91-130) El Very High (>130) l Fill Geometry El Other: - - MINIMUM FOUNDATION RECOMMENDATIONS: - - - - Footing Depth: El 12 Inches D 18 Inches IZI' 24 Inches OTHER Footing Reirment: 0 No.4 T&B 1V2-No.4 T&B El 2-No.5 T&B El - Post-Tensioned OTHER: - Interior Slab Reinforcement' El 6x6-10/10 El 6x6-6/6 El No.3@241nches No.3@18lnches El Post-Tensioned .0—FOUNDATION CATEGORY: ElI DE OBSERVATIONS: 01 Substantial conformance with Soil Report. 0 '171 Substantial conformance with Foundation Plans. Identify: t'I AI7/ 4r j3_-.'r v4 v - LMt37 rw/fi/ 2 o Other - COMMENTS 0 - 0 1 - - / - 0 - FOUNDATION TYPE: CONVENTIONAL 0 POST-TENSIONED NOTE: FOOTING EXCAVATIONS SHOULD BE 44/ ) - • TOR 2011 FIELD COPIES TO PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. -• GEOCO ESENTATIV,#" ,,.•- ('CitT of SPECIAL INSPECTION AGREEMENT Carlsbad. : '1345- Development Services Building Division 1635 Faraday Avenue .16602-2719 www.carlsbadca.gov n accordance with Chapter 17 of the California Building Code the following mustbe'cornpiéted wher work being performed requires special inspection, structural observation and construction matenal testing Project/Permit /5 3 /7 Project Address #f7v lOft(f741 L A. THISSECTION MUST BE COMPLETED BY THE PROPERTY OWNERJAUTHORJZED AGENT. Please. check If youare Owner-Builder O (If you checked as owner builder you must also complete Section B of this agreement) Name: (Pleaséprint) S(2..2 C0"L560t COL.s )i:s4.uio,.LL-L (Mi.) (Lest) -- Mailing Address 3 f 5 Cô+ t (y I 54 U i2, Ad-aSp CA 52- 0 V-j Email_C&M2 COt etKi5- cbvh Phone':— 95T - 3-,I.q 3/1 to— I am .Property Owner OProperty Owners Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number Expiration Date AGREEMENT: 1, theundersigned, d n penalty. of perjury under the laws of the State of California, thatI haveread, understand, acknowledge and ise to ply with the City of Carlsbad requirements for special inspections structural observations, constrUction m erials té g and bff-sitefabricatibn. of building components, as prescribed in. the statement of special inspection theap ved plans and, as required by thiCalifôrñia Building Code. Signature Date B CONTRACTOR'S STATt4T OF RESPONSIBILITY (07 CBC, Ch 17, Section i706J. This section must be completed by the contractor I builder /0 oner-builder Contractors Company Name:. -r Please check if you are Owner-Builder 0. Name: (Pleae print) (First) (M. 1.) . (Last) Mailing Address 74 *€ z A Email: 9 z-Z- 4S t -State ofCalifornia Contractor's. License Number:_ -1. . .Expiration Date: . I àcknoledge and., am aware, of special requirements contained in the statement of.special inspections hoted on the approved plans; . . . .. . . . S . . I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; . ..: S . . . . . .. I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports, and I certify that I will have a qualified person within our (the contractors) organization to exercise such control lwiliprovide.a final repOrt / letter in compliance.With CBCSection 1704.12 prlor.to requesting final ThspOCtioii... S. Page lofi Rev. 08/11 . .. - •. • ,, 10"E00 N Project No. 06442-32-20 March 18, 2016 .s! C' '.' •',' SR22 Carlsbad Oaks Distribution, LLC' % SR Commercial 127 Lomas Santa Fe Drive Solana Beach, California 92075 Attention: Mr. Adam Robinson Subject: FOUNDATION PLAN REVIEW - BUILDING A CASBAD OS NORTH BUSINESS PARK - LOT 13 • CSBAD, CALIFORNIA References: 1 Foundation Plans for: Carlsbad Oaks North Lot 13 - Building A, Carlsbad, : •: California, prepared by Wiseman + Roby Structural Engineers, revision 3 dated March 9, 2016 (Job No. 15014.00). 2. Update Geotechnical Report, Carlsbad Oaks North Business Park - Lot 13, Carlsbad, California, prepared by Geocon Incorporated, dated March 18, 2015. -. ,. Dear Mr. Robinson: In accordance with your request, we have reviewed the project foundation plans (Reference No. 1) for the subject project. The purpose of our review was to check that the plans have been prepared in substantial conformance with the recommendations outlined in Reference No. 2. Based on our review, it is the opinion of Geocon Incorporated that the referenced foundation plans have been prepared in substantial conformance with recommendations presented in the project geotechnical report. Our review was limited to geotechnical aspects of project development and did not include review of other details on the referenced plans, architectural, civil, structural, or otherwise, that do not directly pertain to geotechnical aspects of site development. If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. - Very truly yours, GEOCON INCOOTED . 05 Nà.RCE6377!m 4 revor RCE 3E7MYers/? TEM:DBE:dmc (e-mail) Addressee (e-mail) RAF Pacifica Group Attention: Mr. Jim Jacob ' •696QFffd&b?1vé I SDiø Iifàiiii.9212i.2974I ielplone 5858.69O 1 aC 855.&iS - - - I . ... - I EsGul Corporation - - ' In (Partnership with government for Building Safety - .. DATE: 1/6/2015 .. U APPLICANT - -JURIS. JURISDICTION:. Carlsbad U PLAN REVIEWER 0 FILE PLAN CHECK NO.: 15-3617 - SET: H PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' .: * PROJECT NAME: Office/ Warehouse Commercial Shell Building The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 'codes. - LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building departmeht staff. FT The plans transmitted herewith have significant deficiencies identified on the enclosed check list andshould 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.,. ••*•' -4 4 4 -'- 4 - - The applicant's copy of the check list has been sent to: Ware Makomb Architects, Att'n: Gregory Spon 2 e-mail , 1 • •. t TT . EsGilCorporatidn 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 Gregory Spon Telephone # (858) 638-7277 pate contacted I J(2 (b't—) Email gspon@waremalcomb.com JiMaiI vfqtpho Fax In Person LII REMAR - , '. - -_ • -. ' t By: Chuck Mendenhall Enclosures - . EéGil Corporation GA Z EJ El MB El Pc 12/29/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560 1468 • Fax(858)560 1576 Carlsbad 15-3617 11/5/2015 - NOTE: The items listed below are from the previous correction list. These remaining items . -. have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence The notes in bold font are current -- I, ;Please make all corrections, as requested in the correction list Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: .1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad ; Building Department,. 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will rbute the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departmehts.. . 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 calculationè/reports directly to the City of Carlsbad Building Department for .rbuting to their Planning, Engineering and Fire Departments. . NOTE: Plan 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 FOUNDATION — 15 A foundation/soils investigation is required for all projects in Seismic Design Categories C, D, ' * E or F. Section 1803.5.11. Soil report was not included with the documents submitted forrecheck. . 16. Provide acopy of the project soil report prepared by a licensed civil engineer. The report.shall include foundation design recommendations based on the engineer's findings Not provided 17 ln,Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the . walls due toearthquake motions. Section 1803.5.12. Not provided. ç -1. .•. - :- •. -. STRUCTURAL C .'' •. . * •. . • --.• 21.- rhe design of the concrete diaphragm at the mezzanine level is found on pages 253 & 258 of.. the calc's The design shows the concrete diaphragm capacity as 2280 PLF Why is this capacity greater than the listed capacity of the VERCO deck information included on page 248 of thecalc's which lists the diaphragm capacity at 1393 PLF? The response indicates that you are using the capacity of the LW concrete slab to develop the diaphragm capacity. The design required LW concrete strength of F'c=3,000 psi. I did not find on the plans the jequired strength of the LW concrete. . -. - . - - '. , 25 Specify on sheet S2.1 the mezzanine drag connection at grid lines D, F & H The response .: indicates the drag at lines D, F & H is found on sheet S2.1. This sheet references detail 6/S60 for the drag connection Detail 6/S6.0 is listed on the plans as Not Used" END OF ARCHITECTURAL & STRUCTURAL RECHECK _••s _ • -- ;- s--: To speedup 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 •... •- • -.' •.-•. . .- •*•• .•-.- • 'V.-, 34f .1 -. Carlsbad 15-3617 11/5/2015 'The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drie, -. 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 Chuck Mendenhall at Esgil Corporation Thank you ELECTRICAL All OK PLUMBING (2013 CALIFORNIA PLUMBING CODE) 31. ThëSite Building Sewer connection to the building on the "Site Development Plan" does not niatch thedrain line location leaving the building shown on the plumbing plans. Please corrects to agree Sheet 12 of 29 of the civil plans for utilities shows one sewer connection at 'the East side of the building. Sheets P2.IA & P2.1b show two sewer connections along theNorth side of the building 34 The On-Site Water connection to the building on the "Site Development Plan" do not seem to - match the privat&water connection shown on the plumbing plans. Please correct to agree. The. ' site utility plan, sheet 12 of 29, shows the water line connection to be 2" at the East end of the bldg Sheet P2 IA shows the water line to be 3" Provide consistent plans Note: If you have any questions regarding this Plumbing and Mechanical plan review list please . contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (orá ,copy) where the corrected items have been addressed on the plans - .4 . . -. • • . . •fr • -, f 4 -- . . ••.. ,. - • •-• -. k _44 • . z. ••- .-. . - • • .- - .. .: •, -- .. • - 4. --- - -3 • 3 . •.-- t. . -, - ' - - • p • •--, •r '. .. - • •-. 3 - .3'. ••4. 3 - • - 3 . - 4 4 .•' . 4. .4 3 p -4.-- 3... -.3 • : '..- .3 . - ,- . -. - ••• - 3 3 .3- - .r - - . . • •. -.. . .4 - • - . - -• • • I. -.- '•_4 EsGiI Corporation In Partnership with government for Bui(4ng Safety L DATE: 02/23/2015 , . APPLICANT - -iJRIS. -.. JURISDICTION: Carlsbad IJ PLAN REVIEWER •. . FILE PLAN CHECK NO 15-3617 SET III + PROJECT ADDRESS 2870 Whiptail Loop, Bldg 'A' PROJECT NAME Office! Warehouse Commercial Shell Building -The plans transmitted herewith have been corrected where necessary and substantially comly with the jurisdiction's . 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 .,r , ' The plans ,It . ransmitted 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 I - Corporation until corrected plans are submitted for recheck IT LiPThe 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 staffdid not advise the applicant that the plan check has been completed :LiII EsGiICorpoation staff did advise the applicant that the plan check has been completed. - Person contacte&— Telephone # Date contacted (by ) Email Mail TeIep e FaxT,-Person -. EMARkS:pplicant to soils engineer to verify review of foundation plan . prior to permit issuance. j...4pplicant to complete and return Carlsbad Special Inspection Agreement prior to permiri sy Irl€Q, By: Dwight Ashman (For CM) Enclosures: .'• EGil CorpOration . .LlGA []'EJ LIMB.. El PC. , -02/16/2016 1 • . ...¶ ,•'• . . - - • • •. . 4.- :-.- • ,•-•- •• 4 --. -•* . ,t••. .---.,. r • 4. AO 9320 Chesapeake drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-157,6 1 2".4 .,. . • .4'. t 4 ) EsGul Corporation ( In tPartners/lzp with government for3ui/ifzng Safety 'DATE: 11/5/2015 U.APPLICANT ,iJURIS. JURISDICTION: Carlsbad U PLAN REVIEWER L3 FILE PLAN CHECK NO.: 15-3617 SET: I PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' ,• -. POJECT NAME: Office! Warehouse Commercial Shell Building The plans transmitted herewith-have been-corrected where necessary and substantially comply with the jurisdiction's codes The .klans transmitted herewith will substantially comply with the jurisdiction's 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 checklist and should be corrected and resubmitted for a complete recheck . The ch'eck' list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck ' The applicant' copy of the check list is enclosed for the jurisdiction to forward to the applicant ' contact. person. The applicant's copy of the checklist has been sent to: V Ware Malcomb Architects, Att'n: Gregory Spon e-mail ,' 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: Gregory Spon V Telephone #: (858) 638-7277 ppte 7'itacted I 1 fr (by{\1- Email gspon@waremalcomb.com Ftphon\ Fax In Person V LIIfREMAR\\ By Chuck Mendenhall Enclosures EsGil:Corporation V N GA EJ LI MB LIPc 10/27/15 V 9320 Chesapeake Driv, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -' 'V V - a L • - 01 4 . .r Carlsbad 15:3617 .• $ .11/5/2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-3617 JURISDICTION: Carlsbad OCCUPANCY: B, S-I. USE: Office! warehouse TYPE OF CONSTRUCTION: III B ACTUAL AREA: 110,730 -• ALLOWABLEFLOOR,AREA: unlimited STORIES: two 4 HEIGHT: 40 ft SPRINKLERS? Yes OCCUPANT LOAD 340 REMARKS: - - 4 • ..• . .• - DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: :.. ESGIL CORPORATION: 10/27/15 DATE INITIAL PLAN REVIEW PLAN REVIEWER Chuck Mendenhall COMPLETED: 11/5/2015 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the California version of - .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 . thbse departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The followind 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 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law Tô'speéd 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. :Besure to enclose the marked up list when you submit the revised plans. i,-1 •. - . . .. • . . 4. - i.v. • . • -. ,•. - •. ..,- 1 - •-- :. - .14. •$.'(' . 4 . - Carlsbad 15-3617 11/5/2015 [DO NOTPAY—THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE 1.. JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 PREPARED BY Chuck Mendenhall DATE 11/5/2015 BUILDING ADDRESS: 2870 Whiptail Loop, Bldg 'A' BUILDING OCCUPANCY: B, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Office Shell 14533 89.78 1,304,773 Warehouse 96180 48.53 4,667,61 5 Air Conditioning Fire Sprinklers 110730 3.94 436,276 TOTAL VALUE 1 6,408,664 'Jurisdiction Code Icb 113y Ordinance $14,297.421 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance $9,293.321 Type of Review: ' Li Complete Review Li Structural Only : LiRepebtive Fee Li Other Repeats V Li Hourly Hr. @ * EsGil Fee $8,006.561 I - V - -- _VV_V — V•V - -. - - Comments: ' In addition to the above fee, an additional fee of $86 is due (1. hour . CalGreen'revie Sheet of 1 V macvalue .doc + ' 7 . 7 V V V V V 4.- ..' -V - 4 - . Carlsbad. 15-3617 - 11/5/2015 . 1. •, Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will t route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire y 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. Each sheet of the plans must be stamped and signed by the licensed engineer or architect - .fl assuming responsibility for the design. .,1 .•, . Specify on detail 3/A8 2 of the plans the following information for the roof materials, per. Section 1506.3: -• Manufacturer's name and Product name/number.- * ICC approval number or equal. : . - •• •4• . -' 3 Specify on the plans the following information for the skylight(s) - . Manufacturer's name and Model name/number. ICC approval number, or equal : NON-RESIDENTIAL GREEN BUILDING STANDARDS The CaliforniaBuilding Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The : following mandatory requirements for commercial construction must be included on your plans. The '.following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the - following notes as applicable. 4. Bicycle parking: Note on the plans that bicycle parking for projects shall comply with CGC Section 5.106.4. The specific details must be submitted and approved by the Planning Department :. . -. 5: ., Low-emitting, fuel-efficient and carpool/van pool parking. Note on the plans that fuel-. * efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details for the parking must be submitted and approved by City Planning Department 6. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. I - --*. * - .-,•_.- '- .' - - - -. -. - - • Carlsbad 15-3617 t'." 11/5 /2015 1 ' 7. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. Waste management. Note on the plans that the contractor must submit to the Engineering - . Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled.. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates .compliance. CGC Section 5.408.1.4. Waste reduction. Note on thi plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. 11 Recycling Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. . 12.,r . Pollutant control. -Note on the plans that VOC's must comply with the limitations listed in ; Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: 'Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. - 13.'Outdoor water use Note on the plans that for new water service (or additions/alterations with >"1,000 square feet of cumulative landscaped area), separate submeters or metering devices .shall be installed for outdoor potable water use. Also, irrigation controllers and sensors shall be installed CGC Sections, 5.304.2 and 5.304.3. . .14.. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code : have been implemented as.part of the construction. CGC 102.3. . FOUNDATION : 15. A foundation/soils investigétion is required for all projects in Seismic Design Categories C, D, E orF:'Section 1803.5.11. 16. 'Provide a copy df the project soil report prepared by a licensed civil engineer. The report shall: include foundation design recommendations based on the engineer's findings. .16: In Seismic Design Categories D, E or F, the soils investigation must address liquefaction, and,. if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions Section 1803.5.12. I •,,- ,... STRUCTURAL . . . . 17. . .Special inspection is required: Note on the structural plans that the city's "Special Inspection Agreement" form must be completed and returned to the city prior to permit issuance L - Carlsbad 15-3617 , .11/5/2015 * 18. Detail 10/S6.0 shows dowels extending from the tilt up panel into the topping slab. The detail ,indicates dowels per plan. Where on the plan is this found? What is the size and spacing of the dowels 19 Detail the connection of the W18X35 floor beams to the HSS6X6X3/16 support columns '20. Specify the size and spacing of the reinforcing for the 2-1/2" LW concrete topping on the 2nd floor. See sheet S2.1. The diaphragm design requires mm. reinforcing to develop diaphragm 1capacity. See page 253 & 258 of the design calc's -',%211.'' The design of the concrete diaphragm at the mezzanine level is found on pages 253 & 258 of " the calc's. The design shows the concrete diaphragm capacity as 2280 PLF. Why is this 'capacity greater than the listed capacity of the VERCO deck information included on page 248 .of the calc's which lists the diaphragm capacity at 1393 PLF? -'..--- ''S I •. .. .22.' • Where do lfihd the dowelspacing for shear panels 70, 71, 72 & 73. See page 276 of the calc's - outlining special dowel spacing for these shear walls 23.. .- 'The out-of-plane lateral load design at the mezzanine level found on page 65 of the calc's ' requires mm. #3 dowels @ 24" OC connecting the floor diaphragm to the tilt up wall, detail 5 & . 10 On sheet S6.0 do not specify the size of spacing of the dowels or the dimensional details for the dowels.. r . 24.' 'Include in the design of the mezzanine at least one girder to show code compliance. The design -on page 131 of the calc's applies to only one floor beam. There was no design justification provided for the girders shown on the plans - 25 Specify on sheet S2.1 the mezzanine drag connection at grid lines D, F & H - END OF ARCHITECTURAL & STRUCTURAL REVIEW -, 'p.- ', •. To speed u 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. 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 Chuck Mendenhall at Esgil Corporation Thank you *;• S - '• *-'! :-.-- ELECTRICAL and ENERGY COMMENTS .1.! •-'' ., -' PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) - ', .•' 26.-". ,Include the GFP specification for the service main disconnect 27., - 'The EVfutu'res (both buildings) must equal 3% of the parking spaces (or 11). Both buildings ,"A' &:"B" onlyhas two stub-outs each. L .1. - - . • ..t Carlsbad, 15-3617 .• . 11/5/2015 . .28. Provide a structural base design for the site pole light fixtures. - S ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) a Energy okay as submitted Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. .. • . . . . PLUMBING AND MECHANICAL CORRECTIONS / JURISDICTION Carlsbad DATE 11/5/2015 PLAN REVIEW NUMBER: 15-3617 SET: I PLAN REVIEWER Glen Adamek . •,• -•- - GENERAL AND ARCHITECTURAL PME ITEMS . . .. ,- •'Y . '. . . 29. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing. just before the permits are to be issued. PLUMBING (2013 CALIFORNIA PLUMBING CODE) 30 Pleae provide construction drawings for the on-site private building sewer system showing pipe sizes, slopes manhole RIM elevations, and piping materials. 31:. • - The Site'Building'Sewer connection to the building on the "Site Development Plan" does not- match the drain line location leaving the building shown on the plumbing plans. Please correct . to agree. - .s.._. •,.-. - 32. Please clearly show the proposed sewer loading on the 8 inch private on-site building sewer comply with CPC, Table 717 1 The 8 inch private building sewer lines seem to be oversized .33 .- Please show the water line sizing calculation and plans showing public water meter size and lbcation, private water line from the public water meter to the building including pipe sizes and - •'- . -water line sizing calculations showing the minimum and maximum water pressure to the water meter and the assumed water demands, water pipe lengths and pressure losses. 34 The On-Site Water connection to the building on the "Site Development Plan" do not seem to inatchthe private water connection shown on the plumbing plans. Please correct to agree. '..• ' 35. For bàckwater valve review, please show the upstream sewer manhole rim elevation (manhole A N cover elevation) .and finished floor elevations. CPC 710.0 . Backwater valves are: .. * a) Mandatory Fixtures installed on a floor level below the next upstream manhole cover elevation* require backwater protection. fr • •• - • • . . -' • • A .. . .t • . .•, 4 - I . -: •:- •.. ::'- T - •- • - - - - 4 Carlsbad 15-3617 11/5/2015 b) Not Allowed For waste systems with fixtures installed on a floor level above the next upstream manhole cover elevation • 36 Please provide a letter from the serving water agency showing a 3 inch water meter is to be -• . -' provided as per the plumbing drawings. 37.. P lease provide complete water line sizing calculations: Include the minimum & maximum -. .- water pressure to the public water meter, pressure loss calculations, assumed water demands, and the assumed developed water pipe lengths CPC 610.0 or Appendix W. 4* A complte plumbing plan review will be done when the complete corrected plumbing plans and calculations are provided I MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 39 There is no mechanical systems to be installed in this shell building Shell building mechanical is OK Note If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek 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 a • 1 - - ' - 445 I 4 -4 4- 4.4 -- .•., -' - ..; -- S. 4 a ' - S ,.• _'_r. 5_' 14-• -fl * ., - a •1 .. .• - j. - .4-- .- S '-4- $4 44 44. - - . - - , S S -'S . S-•• - 3 . - r 4 ..• ..- ,- - ! . -. 5 •J .- - *5 p5 .4_ -' S - - - .- '8 r 4- -. t t, - ,, .• . Carlsbad 15-3617 11/5/2015 - [DO NOT PAY — THIS IS NOT AN INVOICE]' VALUATION AND PLAN CHECK FEE : d JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 • .'. PREPARED BY: Chuck Mendenhall DATE: 11/5/2015 BUILDING ADDRESS: 2870 Whiptail Loop, Bldg 'A' BUILDING OCCUPANCY: B, S-i 1 ..Junsdictkn Code cb By Ordinance . Bldg. Permit Fee by Ordinance I $14,297.421 Plan Check Fee by Ordinance $9,293. 321 I..,' • t - \• . Type of Review El Complete Review Ej Structural Only Li] Other LI]Repettive Fee Repeats . . Hourly Hr. @ * - EsGil Fee ' $8,006.561 - Comments addltioitothe abve fee an dioife 6f $86 is due (1hoü@ $86/hr) for the)CaiGreen rev1evj . Sheet 1 of 1 • I . . macvalue.doc + .. c• '•- ..: . . • f!•_ - . • . . '- :.- ' .4 BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. 1.. Mod. VALUE ($) Office Shell 14533 89.78 1,304,773 Warehouse 96180 48.53 . 4,667,615 Air Conditioning Fire Sprinklers 110730 3.94 436,276 TOTAL VALUE 6,408,664 I PLAN CHECK Community & Economic City of REVIEW Development Department, 1635 ara ay venue Cd S TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov : DATE: 03-24.2016 PROJECT NAME: CARLSBAD OAKS NORTH BLDG B PROJECT ID:SDP 15-10 PLAN CHECK NO CB15-3613 SET# 4 ADDRESS 2864 WHIPTAIL LOOP LOT #13 APN 209420-10 VALUATION SCOPE OF WORK CONSTRUCT NEW 40,660 COMMERCIAL SHELL BUILDING ( Li This plan check review is complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management ,& Inspection Division is required Yes [J No LI - .. This plan check review is NOT COMPLETE Items missing or incorrect are listed on ..the attached, checklist. Please resubmit amended plans as required. '•, Plan Check Comments have been sent to GSPON@WAREMALCOMB COM ç - To determine status by one of the divisions listed below, please contact 760-602-2719 LAND DEVELOPMENT L 760-602-2750 ], -,,.ChrisSe*ton . I Greg Ryan F] Chris Glassen —LJ 760-602-4624 760-602-2784 760-602-4663 - Chris.Sexton@carisbadca.gov Christ6pher.Giassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz • Linda Ontiveros - Cindy Wong 760-602-4675 760-602-2773 760-602-4662 .Gina.Ruiz@carisbadca.gov Linda.Ontiveros@carisbadca.gov , Cynthia.Wong@carisbadca.gov • II LII ValRay Nelson Dominic Fieri 7606022741 • 7606024664 ValRay.rAarshall@carisbadca.gov Dominic.Fieri@carisbadca.gov.'',' REcivñT CITY OF CARLSBAD GRADING, INSPECTION CHECKLIST -• 4 . FOR PARTIAL SITE. RELEASE , r'R 2 2018 ''., PRQ'JCT.ISPECTOR:A z2h ..41e OATE: 3[ _________ PROJ.ECT;ID •\O GRADING PERMIT NO. eJc .o LOTS REQUESTED FOR 'RELEASE; s,Pr NOTAPPUAE COMPLETE ' ' '0 = Incomplete or unacceptable 1t 2nd I Site access. to requested lots adequate and logically grouped. 2. .Site'.erosion control measures adequate including basins and lined ditches installed. 3 Overall site adequate for health, safety and welfare of public 4. .Ltter.from OwrierlDeV requesting partial release of specific lots, pads. or bldg. .•J ' 5. 8W"x'tl,"'site- plan (attachment) showingre'quested lots, submitted. ,: - , 6. Compation repptfromsoils engineer submitted. 7 EOW certification of work done with finish pad elevations of specific lots to be released 8; Geologic engineer's letter if unusual geologic-op subsurface conditions ': • exist. A. Fully functiOnal ifre' hydrants thin 350' feet f building combustibles ' and an ,all'we,ather roads 'access to sit? is required,.. Retaining w 01installed.., 11 Adequate progress on installation of slope lmgation and landscape 12. Minim u,m:2O' wide- all Weatherroad. . . 13. 'Sewer installed and available for use. Partial release, of grading for the above stated lots is' aproved fOr the purposeof building LJ permit issuance Issuance of building permits is still subject to all normal City requirements required purs'uant.tO the building permit process. Partial release of the site is denied for the following reasns -. Pro e'ct Inspector Date pal 0 ects Manager Date Partial Site Rel' Checklist—UPDATED 1112015, '1, VVVV 4 VV V V PLAN CHECK Community & Economic k,City of V REVIEW 'V V V DeveIopmnt Department I V V 1635 Faraday venue V V V s V V V TRANSMITTAL Carlsbad CA 92008 V V DATE: 02-23-2016 PROJECT NAME: CARLSBAD OAKS NORTH BLDG A V V PROJECT ID-.SDP 15-10 V PLAN CHECK NO: CB153617 SET#: 3 ADDRESS: 2870 WHIPTAiL LOOP LOT #13 APN:209-120-1Ô VALUATION: V V SCOPE OF WORK: CONSTRUCT NEW 110,730 COMMERCIAL SHELL BUILDING. V V V$ V V V V - V V V V VVV V V V V This plan check review is complete and has been APPROVED by: - LAND DEVELOPMENT ENGINEERING DIVISION V VVV .V VV V V V •V i V V V V Final inspection by Construction Management & inspection Division s required: Yes L~^J No El V VV VV , This plan check review is NOT COMPLETE. Items missing or incorrect are listedVon the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to GSPON@WAREMALCOMB COM To determine status by one of the divisions listed below, I contact 760•60 22719•: V V V V V LAND DEVELOPMENT V 760-602-2750 V. EJ- Chris Sexton V V VV Chris Glassen V Greg Ryan V ;760-602-4624 V 760-602-2784 V 760-602-4663 V V Chris VSexton@carlsbadca Vgov. Christopher.Giassen@carisbadca.gov GregoryVRyan@carlsbadca.gov V M 760-602-4662 GinaRuiz V Linda Ontiveros Cindy Wong V 760-602-4675 760-602-2773 V V GinaVAuiz@carlsbadcaVgov V Linda.Ontiveros@carlsbadca.gov V cynthia.Wong@carlsbadca.gov VaiRay Nelson F-1 Dominic Fieri V •V V V V -. V V 760-602-2741 760-602-4664 V ValRay.Marshaii@carisbadca.gov Dorninic.Fieri@carlsbadcaVgov V * CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15-3617 Outstanding issues are marked with EIZI . Items that conform to permit I s requirements are marked with 1121 or have intentionally been left blank. 1. SITE PLAN PLEASE Provide a fully dimensioned site plan drawn to scale. Show: SLIP-SHEET 11111 North arrow / EIII Driveway widths SIGNED . - Existing & proposed structures Existing or proposed sewer lateral APPROVED LI Existing street improvements LJ Existing or proposed water service GRADING Property lines (show all dimensions) Submit on signed approved plans: PLANS LII Easements DWG No. 489-4A • LII LIII Right-of-way width & adjacent streets I I • - . . Show on site plan: LIIIJ j Drainage patterns and proposed site elevations Show all high points Li LI Building pad surface drainage must maintain a minimum slope of one percent toward an adjoining 'I - street or an approved drainage course. . • : LIII E:IIIIADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building Existing & proposed slopes and topography . LIII =size, 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 .: r--• .. exception. . LIII Lillil Sewer and water laterals should not be located within proposed driveways per standards .. . Include on title sheet: LII [ZJ Site address / L1 LZII Assessor's parcel number LJ * Legal description/lot number 74 LIII J 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. V LII 11111 Show all existing use of SF and new proposed use of SF. . Example: . • Tenant improvement for 3500 SF of warehouse to 3500 SF of office. -I,. -. •• . •.'- - •',;...•, •. I. - • L Lot/Map No LOT #13, MAP #15505 Subdivision/Tract CARLSBAD OAKS NORTH Reference No(s) E-36 •• . Page 20f6 REV 6/01/12 .. - - - ••- :- S ,. ;;•. ' • L r - (. - ', 'CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15-3617 : 2. DISCRETIONARY APPROVAL COMPLIANCE 4, ,- ' L LIIIIII Project does not comply with the following engineering conditions of approval for project no.: - ... SDP-15-10 a ..' ;l• a -,',- 3 DEDICATION REQUIREMENTS • Dedication for all street rights-of-way adjacent to the building site and any storm drain or N/A utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24 000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. :i EIJ Dedication required as follows - 4 •'_ - , - • - •. , -• - - , - - 4. IMPROVEMENT REQUIREMENTS . ': •-'• All needed public improvements upon and adjacent to the building site must be constructed DWG 415-9J at time of building construction whenever the value of the exceeds construction $120,000.0 pursuant to Carlsbad Municipal Code Section 1840 040 LIII] [111111111] Public improvements required as follows • '- . - - - •.- f ':. - Construction of the public improvements must.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, 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 '-.. -.- EIIJ LJ Future public improvements required as follows ep • ..: .. - * * . - -. I - . , E36 Page 3of6 REv6/01/12 : • -- I-- '1 * . . CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # C815 3617 5 GRADING PERMIT REQUIREMENTS * The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. I.. =Inadequate information available on site plan to make a determination oh grading requirements Include accurate grading quantities in cubic yards (cut fill import export and remedial) This information must be included on the plans If no grading is proposed write "NO GRADING" GR 15-41 ElI EZJ Grading Permit required NOTE The grading permit must be issued and rough grading 4 approval obtained prior to issuance of a building permit 1ZJ ElI Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) All required documentation must be provided to your Engineering Construction Inspector ALl LUEDTKE The inspector will then provide the engineering counter with a release for the building permit .1 ri r—•---i No grading permit required. Minor Gradina Permit reauired. See additional comments for oroiect- soecific reauirements. .l. . • - - .t'•i, '. ' . - - - . * " M•_. - c .' . 6. MISCELLANEOUS PERMITS I. •?. . . Elli tTRIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work 'Bt JO APPLIED adjacent to the public right-of-way. Types of work include, but are not limited to: street FOR improvements tree trimming driveway construction tying into public storm drain sewer and SEPERATELY water utilities. I Right-of-way permit required for NOTE: ANY WORK BEING DONE-IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. 4 PERMIT 1' I 'I.. ,.. .- I•' \J . : -: .I * • . E36 Page 4of6 REV 6/01/12 - •. •. - . - CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB1S-3617 I I - -. . -. 7. STORM WATER'. - - Construction Compliance LIIJ LJ Project Threat Assessment Form complete SW 15-401 LIII LIII Enclosed Project Threat Assessment Form incomplete LIII 11111 Requires Tier 1 Storm Water Pollution Prevention Plan (E-29) Please complete attached form and return (SW F Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP payment of processing fee and review by city. .4. .• . . 41 :• :- Post - - -. -Development (SUSMP) Compliance , ,_-t- - :- • 11111111 i. t LII Storm Water Standards Questionnaire. - - -.•-• SWMP1523 • .- :. LII LII Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference J Indicate areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) LIII EIII Project needs to incorporate low impact development strategies throughout in one or more of the following ways Rainwater harvesting (rain barrels or cistern) -. LIII Vegetated Roof EIIII Bio retentions cell/rain garden 1111 Pervious pavement/payers ----b-,-- -s - , . ,. . - . - Flow-through or rock drip line planter/vegetated LII Vegetated swales or rock infiltration swales LII Donspouts disconnect and discharge over landscape 4 . .. . Other It .4 7 -, • --- ,•_ I 7 -- • I - .••_c4I4 - .11 - I. •.44.7 - 74 - I7 - _4 4.• . • 1; - •. 4 -- . . -- k Page 5of6 REV 6/01/12 :i f E6 CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15 3617 "-1. '. Sj., ) r • 8. WATER METER REVIEW • Domestic (potable) Use - 1" METER L11 1171 What size meter isrequired? . • EIIJ Efl Where a residential unit is required to have an automatic fire extinguishing system the minimum meter size shall be a 1 meter. • NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter - necessary to meet the water use requirements. :- - • i:j fjJ For residential units the minimum size meter shall be 5/8", except where • -:-. •. the residential unit is larger. than 3,500 square feet or on a lot larger than •• ' . one quarter.(1/4) acre where the meter size shall be W. :-"-- :' ' -S.- . 9 FEES :. LZII Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years? [__1 yes no 4 ' Permit No j cr i 5, Permit No. Project built after 1980 byes Uino Impervious surface> 50% yes no ' Impact unconstructed facility Lyes Lino El LIII Fire sprinklers required [ayes U] no (is addition over 150 from center line) p Upgrade jyes Ellino El LIII No fees required _s S • S. • 10 ADDITIONAL COMMENTS L. • :- * 5, ) - - *_. • .•- • - ' f• • - S --S • I I : .' '-- S —S5, - • , ••4 J• 5; ••,'••S'•S • ' • • 'S 5 t Attachments: El] Engineering Application - StormWaterForm LIII Rlght-of-Way Application/ Info. LIII Reference Documents E-36 Page 6 of 6 REV 6/01/12 •_••)'*••t_• ' - '.55 * -5 • .. •. •• - Fee Calculation Worksheet ENGINEERING DIVISION 209-120-10-00 Prepared by: CG Date: 1112116 GEO DATA: LFMZ: tjl B&T: i Address: 2870 WHIPTAIL. LOOP BLDG. A Bldg. Permit #: CBI5-3617 Fees Update by:. Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 110,730 EDU's: 22.15 Types of Use: Sq.Ft./Units EDU's: Types of Use: .• Sq.Ft./Units EDU's: Types ofUse: Sq.Ft./Units EDU's: AOl CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 110,730 ADT's: 555 Types of Use: . Sq.Ft./Units ADT's: Types of Use: . Sq.Ft./Units ADT's: Types of Use: . Sq.Ft./Units ADT's: FEES REQUIRED: . Within CFD:E2IYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) LINO 1. PARK-IN-LIEU FEE:LiJNW QUADRANT [lINE QUADRANT ElSE QUADRANT [3W QUADRANT ADT'S/UNITS: X FEE/ADT: $ PAID ON FM971303 23RAFFIC IMPACT FEE: ADT'S/UNITS: 555 X FEE/ADT: $107 $ 59,385 3. BRIDGE & THOROUGHFARE FEE: L?JDIST. #1 [3JDIST.#2 L]DIST.#3 (USE SAN DAG)ADT'S/UN ITS X FEE/ADT: =$ FACILITIES MANAGEMENT FEE ZONE: 16 ADT'S/UNITS: I X FEE/SQ.FT./UNIT: $.40 J =$ 441,292 SEWER FEE EDU's 22.15 X FEE/EDU: $881 $ 19,514.15 BENEFIT AREA: E EDU's 22.15 X FEE/EDU $3,329 4 73,737 35 DRAINAGE FEES: PLDA: EjHIGH MEDIUM F__1 LOW .1: r ACRES: • X FEE/AC: $ PAID ON FM971303 POTABLE WATER FEES: . UNITS CODE CONN, FEE METER FEE SDCWA FEE TOTAL I Dl ' $8,852 $356 $7,680 • $16,88% **:'This may not represent a comprehensive list of fees due for this project. Pleas&contact the Building division at (760) 60-719 for a complete listing of fees*** 41 1- . PLAN CHECK Community& Economic ( Development Department City of REVIEW 1635 Faraday venue c4diS d TRANSMITTAL Carlsbad CA 92008 - - www.carlsbadca.gov DATE: 0112-2016 PROJECT NAME: CARLSBAD OAKS NORTH BLDG A PROJECT ID:SDP 15110. PLAN CHECK NO: CB15-3617 SET#: 2 ADDRESS: 2870 WHIPTAIL LOOP LOT #13 APN: 209-120-10 yALIJATION SCOPE OF WORK CONSTRUCT NEW 110,730 COMMERCIAL SHELL BUILDING S - - V El This plan check review is complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION - Final Inspection by Construction Management & Inspection Division is required Yes EZII No LI , .•.-* .. .. S FX This plan check review IS NOT COMPLETE Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required ra - •' • - - Plan Check Comments have been sent to GSPON@WAREMALCOMB COM y •4 - . To determine status by one of the divisions listed below, please contact 760-602-2719 LAND DEVELOPMENT ' • 760-602-2750 ------------------ F- 1Greg Ryan Chris Sexton Chris Glassen P9 L 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Giassen@carisbadca.gov . Gregory.Rya@ca1sbadca.gov [7], Gina Ruiz • Linda Ontiveros [ill Cindy Wong 760-602-4675 760-602-2773 • 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.ontiveros@carisbadca.gov Cynthia.Wong@carlsbadca.gov LIi . VaiRay Nelson - Dominic Fieri . -. - ... 760-602-2741 760-602-4664 VaiRay.Marshaii@carisbadca.gov Dominic.Fieri@carisbadca.gov * .. • Remarks: - **•. -S •- 5.- . . * ., .._ -5 5 - • / S .'s ,•',___ . - - . 5• . -. CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15-3617 - Outstanding issues are marked with EZII . Items that conform to permit requirements are marked with EZI or have intentionally been left blank. 1.* SITE PLAN ,PLEASE Provide a.fully dimensioned site plan drawn to scale. Show: ....SLIP-SHEET [J [III] North arrow Driveway widths SIGNED El LJ Existing & proposed structures El El Existing or proposed sewer lateral APPROVED EEl LII Existing street improvements El Eli] Existing or proposed water service '.GRADING El EJ Property lines (show all dimensions) LXII El Submit on signed approved plans: PLANS El Eli Easements DWG No. 489-4A Right-of-way width & adjacent streets ',.. .. . . - . I i Show on site plan 41. 4.4 LIII LIII Drainage patterns and proposed site elevations Show all high points * LII =Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. - El =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building El El Existing & proposed slopes and topography .: . • . El =size, 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 Sewer and water laterals should not be located within proposed driveways, per standards. I - Include n title sheet: r • . . El 1171 Site address El 1171 Assessors parcel number I' El Legal description/lot number El El 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. -• El El Show all existing use of SF and new proposed use of SF. Example Tenant improvement for 3500 SF of warehouse to 3500 SF of office vc Lot/Map No LOT #13, MAP #15505 Subdivision/Tract CARLSBAD OAKS NORTH 'Reference No(s): -. E-36 . Page 2 of 6 REV 6/01/12 t .• .. CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15-3617 .4 - 2 DISCRETIONARY APPROVAL COMPLIANCE E11 E1 Project does not comply with the following engineering conditions of approval for no project • SDP 15-10 - - 3 DEDICATION REQUIREMENTS ' . . Dedication for all street rights-of-way adjacent to the building site and any storm drain or N/A utility easements on the building site is required for all new buildings and for remodels with a 4 value at or exceeding $24,000.00 pursuant to Carlsbad Municipal Code Section 18.40.030.. 4, F - - Eli [J Dedication required as follows 48 4 p/fr A. IMPROVEMENT REQUIREMENTS . ' All needed public improvements upon and adjacent to the building site must be constructed A DWG 415-9J at time of building construction whenever the value of the construction exceeds $120,000.0 pursuant to Carlsbad Municipal Code Section 1840 040 LXIII LIJ Public improvements required as follows V - - El lJ Construction of the public improvements must be deferred pursuant to Carlsbad -, - .. . Municipal Code Section 18.40. Pleae submit a recent property title report or current grant. V - . deed on the property and processing fee, so we may prepare the necessary Neighborhod ••' 8 F Improvement Agreement.. This agreement must be signed, notarizedand - • approved by the city prior to issuance of a building permit. / Eli EJ Future public improvements required as follows •' •+F •• -.• - F - V - 8• •• - E-36- Page 3 of 6 REV 6/01/12 f •-:. .. . - • - • ., - • - CARLSBAD OAKS NORTH BLDG A . PLAN CHECK NO # CB15-3617 ' 5 GRADING PERMIT REQUIREMENTS : The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. I. EJ=Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut fill import export and remedial) This information must be included on the plans If no grading is proposed write: "NO GRADING" - GR 15-41 - . LiI1 LZIJ Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. - LJ Lull Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) All required documentation must be provided to your Engineering , Construction Inspector The inspector will then provide the engineering counter with a release for the building permit EEl Ell No grading permit required - LJ L11 Minor Grading Permit required. See additional comments for project- specific requirements. a - . . .6. MISCELLANEOUS PERMITS I ;. p-.... ••• RIGHT-OF-WAY PERMIT is required to 'do work in city right-of-way and/or private work • *4. rr or .. LI D APPLIED adjacent to the public right-of-way. Types of work include, but are not limited to: street FOR . improvements, tree trimming, driveway construction, tying into public storm drain, sewer and SEPERATELY - • ' water utilities.. 14 •j.- ' -• - I. I E:ll EJ Right-of-way permit required for '. NOTE: ANY WORK BEING DONE IN THE PUBLIC'S RIGHT-OF-WAY REQUIRES R.O.W. . PERMIT ' . • -•• . r . - . • , . • -. .4 ,• ._4. E-36 .- - Page 40f6 REV 6/01/12 I' i •-'- . -S CARLSBAD OAKS NORTH BLDG A . PLAN CHECK NO # CB15-3617 7 STORM WATER Construction Compliance EEl EEl Project Threat Assessment Form complete SW 15-401 LIII LIII Enclosed Project Threat Assessment Form incomplete h EEl LIII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29) Please complete attached form and return (SW J Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP payment of processing fee and review by city. 1..•' Post Development (SUSMP) Compliance - - - . SWMP 15-23 Storm Water Standards Questionnaire. : LIJ Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference EE LIII Indicate areas of impervious surfaces (patioswalkway, etc. ) and pervious areas (landscaping). -- -¼ - 15 LIII LII Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ir 1JIJ Rainwater harvesting (rain barrels or cistern) Vegetated Roof - LII Bio-retentions cell/rain garden • i:i:i Pervious pavement/payers LII Flow-through or rock drip line planter/vegetated fl Vegetated swales or rock infiltration swales iII Downspouts disconnect and discharge over landscape t• LIII Other. 4 - . -_--pi.,_ •5. .E-6 Page 50f6 REV 6/01/12 _:•-... . S _t 4_•• - ;. -. , I . .;, . '. CARLSBAD OAKS NORTH BLDG A PLAN CHECK NO # CB15-3617 8 WATER METER REVIEW Domestic (potable) Use 1" METER LIII [] What size meter is required? fl Where a residential unit is required to have an automatic fire 1 extinguishing system the minimum meter size shall be a 1 meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter - : necessary to meet the water use requirements. Eli jJ For residential units the minimum size meter shall be 5/8",except where )- the residential unit is larger than 3,500 square feet or on a lot larger than c one quarter (1/4) acre where the meter size shall be % 9 FEES - EJ LI1 Required fees have been entered in building permit LIII LII] Drainage fee applicable Added square feet Added square footage in last two years? LI yes F-1 no Permit No. / Permit No Project built after 1980 Llyes Ljno Impervious surface >-50% Lllyes Llno Impact unconstructed facility yes Lino LIII LIII Fire sprinklers required Jyes LI]no (is addition over 150 from center line) Upgrade LI yes [Ilno EIIiILIlil No fees required - •' 10. ADDITIONAL -COMMENTS . - , ' .:"'-• . ' ' Attachments [] Engineering Application [III] Storm Water Form LII] Right-of-Way Application/ Info. Page 60f6 - . V LIIJ Reference Documents REV 6/01/12 EDU CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 110,730 EDU's: 22.15 Types of Use: Sq.Ft./Units EDU's: Types of Use:, Sq.Ft./Units - EDU's: Types of Use: ' ,• Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: WAREHOUSE Sq.Ft./Units 110,730 ADT's: 555 Types of Use: Sq.Ft./Units ADT's: Types of Use: - Sq.Ft./Units ADT's: Types of, Use: . Sq.Ft./Units ADT's: FEES REQUIRED: . Within FD:EIYES (no bridge"&thôroughfare fee in District #1, reduces Traffic Impact Fee) EiNO 1. PARK-IN-LIEU FEE: []NW QUADRANT LINE QUADRANT [_]SE QUADRANT [j]W QUADRANT ADT'S/UNITS: X FEE/ADT: $ PAID ON FM971303' 2.TRAFFIC IMPACT FEE: - ADT'SIUNITS: 555 X FEE/ADT: $107 $ 59,385 BRIDGE & THOROUGHFARE FEE:. [21 bIST. #1 []DIST.#2 []DIST.#3 (USE SANDAG)ADT'S/UNITS I X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: 16 ADT'S/UNITS: I X FEE/SOFT/UNIT: $.40 I $ 44.292 I - \ 'd . * * Fee Calculation Worksheet'"* ti ENGINEERING DIVISION '.•, 209-120-10-00 I Prepared by: CG Date: 1/12/16 GEO DATA: LFMZ: tjl B&T: i Address: 2870 WHIPTAIL LOOP BLDG., A Bldg. Permit #: CBI5-3617 Fees Uodate by: Date: Fees UDdate by: Date: ***This may not represent a comprehensive list of fees due for this project. . Please contact the Building division at (760) 60-719 for a complete listing of fees*** : - -. . ••. .. * - .. - 4 4 - t .4- I PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division 1635 Faraday CITY OF' v aradayAvenu (760) 602-4610 CARLSBAD V P-29 DATE: 3/8/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 :. PLAN CHECK NO: CB 15-3617 SET#: ADDRESS: Bldg A APN: 209-120-10-00 L4 e This plan check review IS complete and has been APPROVED by the Planning - Division. By Chris Garcia A Final Inspection by the Planning Division is required Yes No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE Items missing or incorrect are listed on T •, the attached checklist. Please resubmit amended plans as required. - • - I- •:;-4-- •- - • - .- - Plan Check APPROVAL has been sent to: Ted Weeks/ Doug Grant For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 - Chris Sexton - Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov ChristoDher.Glassen@carIsbadca.gov GregoryRyan@carIsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 • Gina.Ruiz@carlsbadca.gov ValRay.Marshall@cartsbadca.gov Cynthia.Wong@cartsbadca.gov Chris Garcia - 760-602-4622 . . - Linda Ontiveros Dominic Fieri Chris.Garcia@carlsbadca.gov 760-602-2773 Linda.Ontiveros@carlsbadca.gov 760-602-4664 * Dominic.Fieri@carlsbadca.gov -1 Remarks: Plans OK. Consistent with approved SDP 15-10. The final landscape plan (DWG 489-4L) will need to be approved prior to building permit issuance V •• •V .t-.'• . • - ' V '1 •V. V V - •V ••• • V•j•.* . •.• V - • V V V V •_ V - X. > CITY OF CARLSBAD. PLAN CHECK Community & Economic REVIEW Dveiopment Department 1635 Faraday Avenue TRANSMITTAL Carlsbad CA 92008 www.carlsbadca:gov, BLDG. DEPT COPY DATE 03-03-2016 PROJECT NAME: Carlsbad Oaks North Building A PLAN CHECK NO: CBI5-3617 SET#: II ADDRESS: 2870 Whiptail Loop " This plan check review is complete and has been APPROVED by the Fire Division By:'R. Metz A Final Inspection by the Fire Division is required Z Yes No ., This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions - For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Kathleen Lawrence VN Randy Metz * 760-602-4624 760-602-2741 760-602-4661 •T Chris.Sexton@carisbadca.gov Kathieen.Lawrence@carisbadca.gov Randy.Metz@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carisbadca.gov Linda.Ontiveros@carisbadca.gov Cynthia.Wong@carisbadca.gov • Dominic Fieri - 760-602-4664 Dominic.Fieri@carisbadca.gov - Remarks: "APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND. REGULATIONS. . .4 ..-- • -. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. .-,-. - Page 1 of 1 -S - • - 5) H Carlsbad Fire Department * Plan Review Requirements Category: COMMIND , COMM Date of Report: 03-03-2016 Reviewed by: Name: GREGORY SPON T Address: STE 175 6363 GREENWICH DR : SAN DIEGO CA •. : 92122-5966 I - - Permit #:CB153617. - "''Job Name:. 110,130 SF COLD SHELL - BLDG A Job Address: 2870 WHIPTAIL LP CBAD The item you have submitted for rev is incomplete •s time, this ce cannot adequately conduct a review to det. e compliance th th plicab codes dlor sta ards. lease r iew C this ' revi all attac lease ubm necessary p dlor speci at , with ch e clouded", figV for 41 Conditions: • Con'd: C0N0008767 [NOT MET] **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, :.FIREr *.. * DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL '.APPLICABLE CODES AND REGULATIONS THIS APPROVAL. SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW - • * 1. PLAN CHECK Community& Economic - REVIE W Development Department C I T Y 0 F " V I WV pr COP6J5 Faraday Avenue CARLSBAD . TRANSMITTLDG. D Carlsbad CA 92008 www.carlsbadca.gov DATE: 02-09-2016 PROJECT NAME: Cold Shell Bldg A PROJECT ID: w PLAN CHECK NO: CB153617 SET#: II ADDRESS: 2870 Whiptail Loop APN: - V This plan check review is complete and has been APPROVED by the Fire Division. , By: R. Metz, 4 1 4 A Final Inspection by the Fire Division IS required 0 Yes IJ No .4 ............... -• This plan check review is NOT COMPLETE. Items missing or incorrect are listed on 7 the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to - . V -. You may also have corrections from one or more of the divisions listed below. Approval ' from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Kathleen Lawrence . Randy Metz 760-602-4624 760-602-2741 760-602-4661 Chris.Sexton@carlsbadca.gov . Kathleen.Lawrence@carlsbadca.gov . Randy.Metz@carlsbadca.gov -Gin a Ruiz - Linda Ontiveros Cindy Wong - 760-602-4675 760-602-2773 '- 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cvnthia.Wong@carlsbadca.gov Dominic Fieri V .-• I . 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: - 1.• . * Review. No corrections have been made from comments provided on 1st review. V I / I-' •• . 4 V Page 1 of 1 I; - - .• .4 Carlsbad Fire Department plan Review Requirements. Category. COMMIND , COMM *.. 72 l?14fr Date of Report: -09-2016 02 ' Reviewed by: Name: GREGORY SPUN Address: STE 175 6363 GREENWICH DR SAN DIEGO CA 92122-5966 Perm it#:CB153617• .i .. .. .-. • S Job Name 110,730 SF COLD SHELL - BLDG A JobAddress: 2870 WHIPTAIL LP CBAD. . I INCOMPLETE (The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review : carefully all cornments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions . .• '. * Cond: C0N0008634 . [NOT MET] Private roads and driveways, when designated as required access or turnaround for - -• emergency service vehicles, shall be posted as fire lanes in accordance with the requirements of the California Vehicle Code and/or the Carlsbad Municipal Code. Sheet A8.1 Detail 20 shall show the.' - Top and Face of curbs posted as Fire Lanes shall be stenciled No Parking -Fire Lane every 30-feet. / Sheet A8 1 Details 7 and 8 shall cite the Carlsbad Police Department Phone number 760-931-4060 4 Shall state that signs shall be placed in accordance with CVC every 50-feet, if signs are required on both sides of driveway or designated lanes, then sings may be posted alternating sides Cond C0N0008635 [NOT MET] Provide 3200 series 'Knox' boxes at each suite entrance, at the main electrical room and at the fire sprinkler riser room(s).. .5 • . . -' - . 4 Elevation of these boxes shall not exceed 84 inches to lockset opening. KNOX Key Boxes shall be installed on the 'strike' side of single-hung doors and in-active side of dduble-hung doors. -KNOX Boxes shall be ordered online at www.KNOX.com directly. Entere agency name of CARLSBAD! and .státe of CALIFORNIA. Cond:CUN0008636 S [NOT MET] Provide the following Note on sheet AO.2 : Provide an all-weather, unobstructed access roadway, suitable for emergency service vehicles, which shall be maintained as operational including but not jimited to during all phases of construction. All required water mains; fire hydrants and appurtenances shall be installed, accepted and operational prior to combustible materials being brought onto the site. , 1 Cond: C0N0008637 [NOT MET] The automatic fire sprinkler system shall be installed in occupancies and locations as - set forth in the California Fire Code, NFPA 13 and the Carlsbad Municipal Code. - Carlsbad Municipal Code 17.04 shall require that the fire sprinkler riser(s) be located ma room * or area with direct access from the exterior that is isolated from any interior uses. - Provide in all speculative buildings, which contain fire sprinklers without specifictenants, a minimum design density of 0.45 gallons per minute per square foot for themost remote 3000 square feet. When buildings are used for high-piled combustible storage, (greater than 12 feet and greater than 6 feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage. For speculative warehouses, the minimum design density is .45/3000 square feet; however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed. NOTE: Because of the size of this building and the intended use may include High-piled Storage, the maximum area of coverage for any riser shall not exceed forty-thousand (40,000) square-feet. . Cond: C0N0008638 [NOT MET] Sheet AO.2 shall note that the required fire flow for this project is 5000 GPM / for . 4-hours. Five (5) fire hydrants are required to be installed and serviceable within 180-feet of the project building. Additionally, the underground fire serice main needs to be sized to provide the combined fire-flow. (Hydrant) and sprinkler-flow. 0 - - -. Entry: 11/02/2015 By: GLR Action: CO - -- - - / ------------- - -. * 4 L - I - •' , I. - p. • - - p - r • -J ._• -.,.,-,-- I-, PLAN CHECK BUILDGDTIonomic REVIEW <K Ged ent Department CITY OF . 1635 Faraday Avenue A n I A D TRANSMITTAL Carlsbad CA 92008 . P%IL - www.carlsbadca.gov k DATE: 11/02/2015 PROJECT NAME: CARLSBAD OAKS N. - LOT 13 BLDG A PROJECT ID: CB153617 CK NO: SET#: 1/1 ADDRESS: 2870 WHIPTAIL LOOP A. This plan check review is complete and has been APPROVED by the FIRE Division By: GR A Final Inspection by the FIRE Division is required Z Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on. the attached checklist. Please resubmit amended plans as required. ,1 1 110 .: • Plan check comments have been sent to: gspon@waremaicomb.com You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit Resubmitted plans should include corrections from all divisions T For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760602-2750 76O602-4665 - Chris Sexton LII . Greg Ryan 760-602-4624 • - - 760-602-4663 Chris.Sexton©carlsbadca.ov Grepory.Ryan@carIsbadca.gov Gina Ruiz Fj Linda Ontiveros • Cindy Wong 760-602-4675 760-602-2773 760-602-4662 - Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov cynthia.Wong@carlsbadca.gov F71 • .. •, - Dominic Fieri • 760-602-4664 -. - . • Dominic.Fieri@carlsbadca.gov -•- .9 4' •_ 3 ,:, • •• - -H •:_. • 4.•4 -4' 4I • 1. . .. • 4 . 0 -••;, - . •_4 . ..-.• -• 4. 4 -. - .• • 4... PLAN CHECK community & Economic 4 <<• '' . REVIEW . . Development Department C I TV 0 F .• . 1635 Faraday Avenue CARLSBAD TRANSMITTAL . . CarIsbad CA 92008 .. www.carlsbadca.gov - . C '4 - ' - 7. -I .- I •- I 41 •I ' - I . t_ :•_ se t p. •- I b' . 5, I- p t 'I .• I • - :. * '--I-.' 'I . .- II -t 4 1 1• -- .4 - • -c_ I, * I -I - , 4 -.- - .. '_ I i_ •_ Ii - I - - -.• - -- 'I I I-. Carlsbad Fire Department ( .4.. 4 •,... I - . P1n Review. Requirements Category. COMM1ND , COMM ...- L' Date a Report 11-02-2015 Reviewed by:'Q' 1e,air 41 ,•.- - £ .{-' . .' . •• 44,• . - . 4 GREGORY SPON '.- .4, ,.E_. • Address: '6363 GREENWICH DR - STE 175 . 47 SAN DIEGO CA 92122-5966 4, • 4.,,- . . -. - - - ti .. •' •,, - , P'- - - - . Peimit#:" ' . CB153617 •- -' Job Name , 110,730 SF COLD SHELL - BLDG A Job Address 2870 WHIPTAIL LP CBAD 1. . . . - .4".. - . • . . - . INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot :. adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, T,vith changes "clouded") to' this office for review and approval. - . . Conditions: Please1 make corrections or add Notes where appropriate. .. - 1-- - Private roads and driveways, when designated as required access or turnaround for emergency service vehicles 'shall be posted as fire lanes in accordance with the requirements of the California Vehicle Code and/or the Carlsbad - Muiiicipal Code. - •' . . . CORR: 1. Sheet A7.1 Detail 20 shall show the Top and Face of curbs posted as Fire Lanes shall be stenciled No ' ,,,.Parking - Fire Lane every thirty- (30) feet. . . 2. Sheet A7.1 Details 7 and 8 shall cite the Carlsbad Police Department Phone number 760-931-4060. And that signs shall be placed in accordance with CVC every fifty- (50) feet, and if signs are required on both sides of. !' or designated lanes, then sings may be posted alternating sides. coRR/NqTE: 3. Provide 3200 series 'Knox' boxes at each suite entrance, at the main electrical room and at the fire sprinkler riser room(s). 4 - Elevation of these boxes shall not exceed eighty-four (84) inches to lockset opening. KNOX Key Bxes shall be installed on the 'strike' side of single-hung doors and in-active side of double-hung doors KNOX Boxes shall be ordered online at www.KNOX.com directly. Enter Zip/Postal code of 92008; agency name of;' - CARLSBAD and select Mutual Aid button. .NOTE: 4 Provide the followinj Note on sheet AO.2 : Provide an all-weather, unobstructed access roadway, suitable for emergency service vehicles, which hall be maintained as operational including but not limited to during all phases of construction. * .•! 4 4 - • - - NOTE: 5. Provide the following Note on sheet AO.2 : All required water mains; fire hydrants and appurtenances shall be installed, accepted and operational prior to combustible materials being brought onto the site. . CORR: 6. Carlsbad Municipal Code 17.04 shall require that the fire sprinkler riser(s) be located in a room or area with direct access from the exterior that is isolated from any interior uses.- NOTE: 7. Provide in all speculative buildings, which contain fire sprinklers without sp'ecific tenants, a minimum design density of 0.6 gallons per minute per square foot for the most rémoté three-thousand- (3000) square feet. NOTE: 8. When buildings are used for high-piled combustible storage, greater than twelve- (12) feet and greater than six- (6) feet for certain higher hazard commodities), sprinklers shall be designed for the type and method of storage. For speculative warehouses, the minimum design density is .6 Gallons per Minute over an area of / three-thousand- (3000) square feet; however, when a tenant proposes use of such speculative warehouse, densities may be required to be greater than the minimum depending on the commodity and method stored and/or processes employed. NOTE: Because of the size of this building and the intended use may include High-piled Storage, the maximum area of coverage for any riser shall not exceed forty-thousand (40,000) square-feet: NOTE: 9. Sheet AO.2 shall note that the required fire flow for this pT6ject is five-thousand- (5000) Gallons per Minute / for four- (4) hours. Five- (5) fire hydrants are required to be installed and serviceable within one-hundred- eighty- (180) feet of the project building. NOTE: 10. Additionally, the underground fire service main needs to be sized to provide the combined fire-flow (Hydrant) of 5000 GPM and sprinkler flow (TBD) ............................ Entry: 11/02/2015 By: GLR Action: CO ... '. a - - - ., • . .• 4 4 4 -- 1 - - ,I i' ,• ,. 49 Vt .. - - -- -• - . • , . . '. 4 . 4 - ..- 1 • - '- - - - - - - 4 1 F i.',- • 1 - ---.- IL : WISEMAN+ROHY STRUCTURAL ENGINEERS STRUCTURAL SUPPLEMENTARY ' CALCULATIONS FOR Carlsbad Oaks- Building A Carlsbad, CA December 8, 2015 W+R Job #15-014 9915 Mira Mesa Blvd. Suite 200 San Diego, CA 92131 TEL (858) 536-5166 WRENGINEERS COM FAX (858) 536-5163 4 c1 i 5 36 17 J • .-4..- - .. - - 1. • ..~ fWJSEMAN+tROH' ; . - Pag?. - -'STRUCTURAL ENGINEERS - r ------r:--r-F- -i -- . BY fr1S rDATE PROJECT __QtK SHEET No.: ________No. 1*4'.. . •-:.: ___________ -i- I L AMA ------ I •. - - •- = . - [,.... ; . . * - : . - :------- oic : . : :.: • vy tL/ 02(o yd)t o/J t - '1 -1 - -•1*-.--.•..I. - t7 tr x tz t I :..... . :. .,...[ . ... .....,4.,. .,.4 I - ----• . ,. ................. ....-- - I I •' '-• .... ... . S 1•'- I -- .4 - .................. .. J _ I - ......................... - - F fiEC(, 6,44CEA F ... ... ............... -:--T- . •.T:::::.r._: p:. .._-,**•_,•__ -: - -.--j - , •- : :. ...... :r: iii TIL:1' TII - r -';-i H :t I - 'tW1SEMANI+ ii . •4F3 - --+- ROHY I ----- - .4 -•----•.- (\ I BY it DATE* PROJECT SHEET NO.'r OFr . 4 . ._.1 , . 4J. . . * ..- . . ..... -. .... 4 . O?95"1 - - - i-.., 4 -'.- .. ••..-...-- . .- I SJLP4t 1jjytA 74~E "i L..j.: .. 4 ... .• !;_.,_...j..;...... . .-. J PV 1.. ...-/-.-..- ............: 4 3 . lo J-1 AV P4c1r O -E7E 7ce ,zk A ,i8-f ....... ,.., . ir7 : it 77— - - -- - 4 LQ I 1I tTr:1::. •ii r WJSEMAW+ROHY ---- ... - - - I STRUCTURA1 ENGINEERS - - '---- -i- --4 ---------- 4 r\: BYr 47 1 DATE6A'W PROJECT ____ L SHEETNO -t OF J,BNO J_& - 1 ________ I ................. :tz jr - 11 -47 T:L 3.2 ff _t ::. . i'o............. I .:: .: : N — : -H = - : t N 4 /3 L - - - - ••T - ......- .,- -.. . . . . • . . . . . • 1 0001(//z') cc?9 (L - Carlsbad Oaks- Building A :W+RJob Number: 15-014 PANEL DOWEL REINFORCEMENT - , ç= §0- 0.75 flÔ — ,,,_4.ö...SV_. ,•. - ,. U Line Paneif! Total Length Opening Length sable Length (-ft) Load (k) (LRFD) As Req d/ft (in2) USE OR USE - 1 4.5 20 0 20 34.1 0.06 USE #4 OWL t 361h. o c 7 #4 Dowels 1 3 12 0 12 j 135 004 USE #4DWL© 48 in oc 3 #4 DoWels MezzaninE. 17-a.1- B 12 0 12 A9 A - 006 USE #4 OWL @ 36 in o c 4 #4 Dowels 17G.2 12 0 12 24.8 008 USE #4 DWL © 24 in. 0 c 5 #4 Dowels Page 4- Design is based upon shear friction per ACI 318-11 Section 11.6.4, assuming that dowels are perpendicular to sh theearplane JNörmaI Weight Concrete is assumed. Maximurn,tenéflests of steel is 60,000psi. ) ' (2)#4 Typical at end of panel not considered in calculation 2- q PV-EL-7 E.4c1 E4'O ,LS E7( # DOWE(S RE- Q(6 L4 I st 00 i Gravity Beam Design RAi'vl Steel 15.00.00.000 Page 5 - RASIijISn DataBase:Carlsbad Oaks- Building A 10/14/15 12:66:2 Ity Building Code: IBC Steel Code: AISC 360-10 LRFL Floor Type: Mezz Beam Number = 206 SPAN INFORMATION (ft): I-End (i97 6458.16) J-End (231.00,58.16) Ben4 Size (User Selected) W18X35 Fy 50.0 ksj Total Beam Length (ft) =334_ COMPOSITE PROPERTIES (Not Shored): .Right .. :.4.DeckLabe1.. ... . . .. . .W3 . ,5.5 . Concrete thickness (in) 2.50 2.50 . Unit weight concrete (pcf) 115.00 115.00 fc(ksi),. .. 3.00 3.00. Decking Orientation parallel parallel 5. Decking type . VERCO W3 Formiok VERCO W3 Formiok beff(in) , 0 = 56.01 Y bar(in) = - 15.54 Mnf(kip-ft) = 504.59 Mn (kip-ft) = 482.50 C (kips) = 282.92 PNA (in) 17.31 Jeff (in4) = 1318.98 Itr.(1n4) = 1418.82 Stud length (in) • = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 = 0.75 . # of studs: Full = 42 Partial = 12 Actual = 33 Nuñiber Stud Rows = 1 Percent of of Full Composite Action = 79.24 . POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 6.170 7.23 5.91 9.37 25.4 0.60 0.00 0.0 0.00 0.0 2.81 S . 16.670 2.87 2.34 3.75 25.4 0.00 0.00 0.0 0.00 0.0 1.12 -' 26.170. 6.90 5.65 8.92' 25.4 0.00 0.00 0.0 0.00 0.0 2.67 LINE LOADS (k/ft): - . '• Load Dist DL CDL LL Red% Type PartL CLL .' 1 0.000 0.018 0.014 0.025 25.4% Red 0.007 0.000 S • 33.340 0.018 0.014 0.025 0.007 0.000 2 0.000 0.035 0.035 0.000 --- NonR 0.000 0.000 33.340 0.035 0.035 0.000 0.000 0.000 C 0 •5 . - SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.45 kips 1.00Vn = 159.30 kips MOMENTS (Ultimate): S Span. - Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-fi Center . 'PreCmp+ 1.4DL 90.8 16.7 10.5 1.10 0.90 191.95 0 lnitDL J.4DL 90.8 16.7 --- --- MAX + 1.2DL±1.6LL 253.9 16.7 --- --- 0.90 434.25 J Controlling 1.2DL+1.6LL 253.9 16.7 --- --- 0.90 434.25 REACTIONS (kips): .... --. Gravity Beam ,Design RAM Steel 15.00.00.000 Pag 2/2 DataBase: Carlsbad Oaks- Building A 10/14/1512-06:23 i 4- entéy Building Code: IBC Steel Code: AISC 360-10 LRF]J - ,- 4'--- y___ -**-. -. -- - -------- - - .. - ••_4. - * ......S. - - Left Right Initial reaction 8.03 7.53 •• DL reaction 9.69 9.07 Max +LL reaction 12.39 11.53 Max +total reaction (factored) 31.45 29.33 DEFLECTIONS: 1nija14oad(in.. ---*-at---- -16.67-fl- = - --0.895 - - --L-/D 447----'-- A—: -hive 'load(in)'--- - at 16.67ft-= -0534 -L/D, = 749 Post Comp load (m) at 16.67 ft = -0.605 LID = 661 Net Total load (in) at 16.67 ft = -1.501 L/D = 267 :•: • . I- •, • .. . • ,., - . I' , • •• I -. - .- - : b V • U Load Diagram RAM Steel 15.00.00.000 -' F~im DataBase: Carlsbad Oaks- Building A () eflt.tey• Building Code: IBC Floor Type: Mezz Beam Number = 206 Span information (ft: I-End (197.66,58.16) J-End (231.00,58.16) P1 Page 7 10/14/15 12:06:23 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 6.170 7.227 6.992 0.000 2.812 0.000 17.031 P2 16.670 2.865 2.797 0.000 1.125 0.000 6.787 P3 26.170 6.898 6.651 0.000 2.675 0.000 16.223 ft k/ft k/ft k/ft k/ft k/ft k/ft Wi 0.000 0.053 0.019 0.000 0.007 0.000 0.079 W2 33.340 0.053 0.019 0.000 0.007 0.000 0.079 0 I W+RJob#15014 'I 9915 Mira Mesa Blvd. Suite 200 San Diego, CA 92131 -TEL,.- :(858) 536..5166 WRENGINEERS.COM FAX. (858) 536-5163 H PN t53ui1 0• 4 ,. Ram Steel Design 367 - 392 Lateral Analysis Diaphragm and Drag Analysis. 393 '409 Till-Up Wall Design .. . 410-438' Foundation Design 439 -4.43 , Misc Design .• 444 - 444 . -, . a. • i . c •. . . . .' 1. 4 . . ... .. r - -.-•,• - -. •• • 7 •• 0 I .- - 1 * .'.-'- ' • 4 . 1 .... . . ...........................,., •- • . .• - -- • -I • J S. S 1 t - S S 5. WSEMAN-rROHY - UCTUk'A1 ENGINEERS 4-Ply Cap Slit (w/o Grovel) 2.5 2.5 2.5 - 2.5 Re-Roof 2,9777 2.0 2.0 2.0 -' /2" Ply 1.7 1:7 1.7 - 1.7 2x4 Sub-Purlins @ 24" O.C. 06 0.6 0.6 0.6 Insulation 1.0 1.0 1.0 1.0 - Sprinklers - 1.5 -1.5 . . 1.5 Mech.&Elect. . 0.5 0.5, 0.5 0.5 OW.S Joists (8-0") - 1 .8' --1.8 1.8 O.W.SGirders - -. 1 _0 - 1.0 - Misc. 1.7 1.4 * 1.4 1.4 11_5% Solar Panels (4psf) 1.0 1. Total 10.0 13.0 14.0 15.0 psf Live Loads (Reducible): 20 - 16' 2 -. psi .Roof Loads @ Office .-' , Material Sub-Purlins Joists Girders Seismic - , 1, 4 - S. -g - t • 4 _• - -. WISEMAN + ROHY Structural Engineers --.. - PROJECT: Carlsbad Oaks North Lot 13. 2:. = Design Loads LOCATION: Carlsbad, CA, - JOB NO: 15-014 Date: 7/22015 Roof Loads @ Warehouse: Material Sub-Purlins Joists Girders Seismic Wind Uplift 4-Ply Cap Sht (w/o Grove[) 2.5 2.5 I- 2.5 2.5 Re-Roof 2.0 2:0 2.0 2.0 1/2' Ply 1.7 1.7. 1,7 1.7 2x6 Sub-Purlins c 24" O.C. 1.0 1.0 ' -1 .0 , 1.0- Insulation , 1.0 1.0 1.0 1.0 Sprinklers - 1.5 . _1.5 1.5 Mech.&Elect. 1.0 1.0.- 1.0 1.0 O.W.S Joists (8'-O") - 2.0 .. . 2.0 20 O.W.S Girders - - 1.5 1.5 Ceiling - 2.8 - 2.8 2.0 Misc. 1.8 1.5- 1.0, 0.8 Partitions - -. , - - 5.0 1 15% Solar Panels (4psf) - - - - -' 1.0 I - WI.SEMAN + ROHYStructera! Engineers . PROJECT: Carlsbad Oaks North Lot 13 == Design Loads LOCATION: Cadsbad, CA JOB NO: 15-014 Dam: 7/29i2015 Material Deck Beams Girders Seismic Flooring ".0 1.0 T. 1.0 TO Deck Topping over-pour 2.0 2.0 2.0 - 2 1/2 U: Weight Concrete 24.0 24.0 24.0 24.0 3" 20 Ga. Mil. Deck 2.3 2.3 2.3 -2.3 Sprinklers 1.5 1.5 1.5 1.5 WF Beams @ 8'-0 - Rein Ram Rom WF Girders * '. - Rem Rem Columns ., - - - Rem Pailitions . . - - - 10.0 Ceiling I ' 2.8 2.8 2.8 2.0 Misc..&M/E • 2.4 2,4 2.4 1.2 .3.5 0.5 ,.4 . .. 4. I • WJSEMAN+ROHY Structural Engineers Roof Live Load Reductions = = 2012 BC/20i3 CBC/ASCE 7-10 200 SF 300 SF 400 SF 500 SF J 600 5F. Roof Slope F R R,=1.0 I R10.9 I R.80 I R1=0.7 I R,=0.6 I 2:12 2.0 1.00 ' / i17 1T7T1 3:12 3.0 4 2 4.0 1 1.00 - 20 5:12 5.0 0.95 73, 612 60 090 6:12 80 080 1012 100 070 -4 " ',, 124' / - 1212 12 0 0 60 -' 12 1-2' irj[;124j Li = LoR1R9 (2013 CBC Eq 16-26) 1.4 PROJECT: Cc.dsbod Oaks LOCATLON: • I JO fs NO 1 5014 Dose 0I:4i2015 I • - • • I. -. .• 1..•• - -. -, -S -• . a . - 1 -Tri butary Area 5 7/29/2015 Design Maps Summaiy Report USG' Design Maps Summary Report. Usei.Specified Input ., Report Title Carlsbad Oaks Wed July 29, 2.05 21:09:11 LITC '. Building Code Reference Document ASCE 7-10 Standard (which urihxes USGS hazard data available in 2008) * Site Coordinates 33.141790 N, 117.24854°W Site Soil Classification Site Class D - 'Stiff Soil" Risk Category I/Il/Ill ..-......- ..... . gg USGS—Provided Output Ss 1.032g S s = 1.122g S,, 0.748g . S= 0.642g S01 = 0.428g For information orc how the SS and Si values above have been calculated from probabilistic (risk-targeted) and determiiistic ground moons in the direction of maximum horizontal response, please return to the application and select the ".2009 NEHRP"buiiding code reference document. MCf Response Spectrum Design Response Spectrum 0.72 60 36 0.24 0.1 o.00 I I 0.00. I S.: . 0.0 0.20 0.40 0.0 0.01.0.0 1.20 1.40 LO 1.00 2.0.0 0.00 0.20 0.40 0.0 0.00 1.00 1.20 1.40 1.0 1.00 2.00 Period, T (sec) Period, T (sec) V. For PGA,, T1, C15, and CR values, please view the detailed report. .. - 117.248536&sitectass=3&riskcategory0... 1/2 .... ••4. ., . -. V . V 6 WISEMAN+ROHY Structural Engineers PROJECT: Project SEISMIC BASE SHEAR (ASCE 7-10 11.4) LOCATION: Location • (20 i2 IBC/ 2013 CBC, ASCE -1-10) JOB NO 13-000 7,29 2015 '4:2D 1 - .•. 2012 180 SEISMIC EQUATIONS . . I r Base Shear: . Occupancy Category 2012 IBC Table 1604.5 (iiiuor iv) . . 0 Steel Mornen Frame 0cccrete MnentPrarTIe ' Importance Factor (1-,)= 1.00 ASCE 7-10 Table 1.52 0 EccentriciIy Craced Reel Frame ) Site Class D (From Soils Engineer or 'D' if not known) CO.- Ali DiherStructjral Systems' - T 8 sec ASCE 7-10 Figure 22-12 S 1.032 g : S1 0.401 g -- . ;- • . R = 4 ASCE 7-10 Table 12.2-1 Lai . 33.142 1 Maximum Height = 30 feet Long = •,- -117.248 Number of Stories = I -., .. '• - F 1.09 ASCE 7-010 Table 11.4-1 .. 4.. . F = 1.60 ASCE 7-10 Table 11,14-2 5M = 1.122 ASCE 7-10Eq11.4-1- . . .'•. - SMI= 0.641 . ASCE 7-10Eq1l.4-2 SDs = 0.748 ASCE 7-10 Eq 11.4-3 • . - . S01 = 0.427 ASCE 7-10 Eq 11.4-4 • - :. '. - . Short Period Seismic Design Category = 0 ASCE 7-10 Table 11.6-1 i-Sec Period Seismic .Pesigrt Category = 0 ASCE-; 7-10 Table 11.6-2- - -V Use Category: D . . .4.. .! - C- 14 C = 0020 x= 075 ' ASCE710 Table 1282 T 026 Sec ASCE 710Eq1267 I - Sec ASCE 7-10Eq12.8-8 . . USETQ , 0.26 sec f . Vu = 0.187 xW (basic) • •, , , Eq 12.8-21 Vu = 0.417 xW (Used) . , Eq 12.8-3&51 Vu = -- xW (Not Used) . . - - ., . . Eq 12.8-4 & 511- Vu= -- xW (for S.>0.6gonly) 1 '••--- '. 'Eq 12.8-j '4.......... Vu 0.187 xW r •. .•,,' '.4, - -- - bk,. .2-• L V=VJ=OI336XW I + Structural Wall Out-Of-Plane and Anchorage Forces - Out of Plane Wall Forces (ASCE 7-10 Sect 12 11 ) 4 F = 0.299 xW (LRD) F-,,=F /14= 0.214 xW, (AS D) * . . Anchorage Force for Walls at Flexible & Rigid Diaphragms (ASCE 7-10 Eq 12.11-1) Total Flexible Diaphragm Spans:. . Level Height Rigid 50 ft 75 - 100 it Root 10 ft 0,299 0.449 0.524 0598 xW LLRFOi 5th Floor - - - . - Vt - x w, (LRFD) . : • 4th Floor Oft 0.100 XW, (I.RFD) 1. 3rd Floor 0 it 0.100 - - . - x w LRFO 2nd Floor 0 ft 0.100 - I - • xW. LRFD) , • • . . 4 • .4 - . * ' .'. -t, a I • • •'' V ' I .1 "a • I •'. I, Parameter Value 2013 CBC Reference Site Cias.s D Section 16] 3.3.2 MCE11 Ground Motion Spectral I .02g Figure 16113.1(1) Response Acceleration - Class 8 (short), MCEa Ground Motion Spectral 0.401g Figure 1613.3.1(2) Response Acceleration-- Class 8(1. see), 5, Site Coefficient, F,. 1.087 Table 613.3.3(1) Site Coefficient, . 1.599 Table 1613.3(2 Site Class Modified MCEIt Spectral - Response Acceleration (short), .s 1.I22g Section 1613.3.3 (qn 16-3?) Site Class Modified NICE Spectral 0.644 Section 1613.3.3 (Eqn I6-3.) Response Acceleration (1 see), sf.,, 5% Damped Design Spectral 0.748gj Section 1613.3.4 (Eqn 16-39) - Response Acceleration (short). S 5 5% Damped Design Spectral j - 0.42g Section 1613.3.4 (Eqn 16-40), Response Accekmtion (I see), S 8.8,2 • Table 8.8.2 presents additional seismic design parameters for projects located in Seismic : Desi - Categories of D through F in accordance with ASCE 7-10 for the mapped , umuir considered gt.olne Inc niin (MCE1J TABLE 8.8.2 2013 CBC SITE ACCELERATION PARAMETERS r -• :. • . . . 4 . ''I •.•. Parameter Value, Site Class 1) ASCE 7-I0 Reference Mapped MCE6 Peak Ground I - -- Acceleration, PIA 0.391g I Figure 22--i Site Coefficient, F A 1.109 Table 11.8-] Site Class Modified J1Y-ICEc3 0.44a ., Section 11.8.3(Eqn 11.8-1) Peak Ground Acceleration, PGA.4 .•. ., -8,83 Conformance to the ctreria for seismic desien does not constitute any guarantee or assur i ce that significant structural damage or gi ound failure will not occur in the event or * .a maximum level earthquake. The primary goal of seismic design is to protect life and not to oid dl damage, since su ch design maybe cconormca1l prohibitive. .. t . . .• ..• - Project No. 06442-32-2() - 15 - March 18, 2014 . S . . .•. - •.5_ .5.. SS. S. 0 8 S• S. •_ 0 ,V.._ 'd • - 89 Foundation and Concrete Slab-On-Grade Recommendations 8.9.1 The project is suitable for the use of continuous strip footings: isolated spread footings. or . appropriate combinations thereof,provided the preceding, grcling recommendations are followed. . . ..,.. - ''4 -i.. - 0 8.9.2. The following recommendations are for the planned two- to three-story .siriicttires and ' assume that the grading will be performed as .recoinmended in this report Continuous 4, footinas should be at least 12 inches wide and should extend at least 24 tnches below • lowest adjacent pad grade and be founded on 2ropercom2acted fill. Isolated spread thotint',s_should beat least two feet syuare, extend a minimum of 24 inches below 1owet • adjacent pad grade, and be founded on Droperl/ compactdfill. A typical footing din ensiori detail is presented on Fiau, c 4 14 . $ 9 3 The use of isolated borings which are located beond the'peritneter of the building and support structural elements connected to the building are not recomiriended. Where this condition cannot be avoided, isolated should be connected to the buildmg 1 footings foundation system with grade beams. . .. S 9 4 ..-The project structural tngmeer should design Inc rcmfurcLrncnr for the looungs For, S continuous footings, however, we recommend minimum reinforcenientconsisting of four 0 . .5 0 • - No 5 u steel iinfoing bars, L\o p1 ued near the top ofilie footirig and two placed near the 4 bottom The project S iuctunl encrineer should dsmn ieinfo'crnent of isA iled spread foounas - ' • '4— " I - 895 ihe rccommcnJcd allowable bearing capacity for foundations desiined is recommet ded - .•---_-.-.-••*--.--.----..--- 0 above is 2,500 pound's per square foot (ji for bound.iuoris in properlycorn_Pacted fill soil. This soil beating prcssule ms bc increased b\ 300jand00sfIorLaU1ddit1onal toot of foundation width depth _iespcciimeh jp to a mimuma1 lo ibLe soil bearin2 or 8.9.6 . . The allowable bearing pressures recommended above are for dead plus live loads only and tnt" be increased b !iE'° one-thud when co.nsidcnngransu.ni loads such as 1hos due to 0 wind or seismic forces. S - • - 4 . . - 5. •. 0 8..9.3 1h estimated nvruvmu mm total and djircrcntia1 sctticrnenl for the planned 't uc tries due to lounthtion loads is 1 inch and ' inch ic'peV.Lt\el\ QI'CI .1 span of 40 feet 4.0. .5 •0 S S . V . .S •S\ .. 0. • S 05 ••44 • $ I . . - '• PTOJI \o 064 2 2 2(, l - Sb ih K 'Ol .14- 9 '.,, ' b 9 8 Building interior concrete slabs-on-grade should be at least five inches in thickness.Slab reinforcement should consist of No 3 steel iinforiu. bats spacW 18 inches on center in both directio'ns placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engine.i should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compactcI to at least 95 percent relative compaction. 89,9' Acr retarder should underlie slabs that may receive moisture-sensitive floor coverimis or may be used to stole rnoi5tulescns'ttvc materials. FIR vapor retarder design should be : : '' consicent with the guidelines presented in the American Concrete Institute's (AC!) Guide .' jbr Concrete Slabs that Receii'e A'loisiw'e-Sensitive Flooring MaieriaL (AC! 302.211-06). • p In addition, the membrane should be installed in a manner that prevents puncture in accordance with manufacturer's recommendations and ASTM requirements. The project architect or -developer should specify the type of vapor retarder used based on the type of . floor covering that will be installed and if the structure will possess a humidity controlled - environment, . ..• ' .• 'V - 8.9.10 . 'The 'project foundation engineer, architect, and/or developer should determine the thickness' of bedding sand below the slab T)pical1'3104 inches at sand bedd1js used n the San Diego Count- iiei Geoon should be contated to provide recommendations it the bedding sand is .thicker thalA 6 inches. I '1 ........, 89 ii Exterior dabs nor subject LO vehicle bids should be at least 4 inches thick and reinforced ith 6x6-W2.9/W2.9 (6x6-6/6) welded 'tc mesh or No 3 reinforcing bats spaced at 24 inches on center in both directions to rcduue the potential for cracking. The mesh should be placed in the middle of the slab Proper ineli positlonina is critical to luluic .performance of the slabs The contractor should take extra measures to provide PtOPCt mesh placement Prior to construction of slabs, the 'ubgiade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least - 90 percent of the hboi ilory maximum dry tic isit in accordance with AS! 1 1557 89 12 10 contiol rh location and spread of concrete shitakage and at expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed in feet, twice the rcoi'imcndcd slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab) Crack-control joints should be cieared while the colcicic Is stilt fich using a gioo\ iniz tool or shorilv thLILattr using saw cuts The su actutal ngincei shouldtak criteria of the A.rnencan Conciete Institute into consideration \\hCI establishing crack-control spacing patterns. '4 •••,' .. ., .PrjecrN. 06442-32-2() • . 17- - Match 18, 2015 . - 3'. - 10 8 10 Retaining Walls and Lateral Loads Recommendations 8. 10.1 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the 2013 CI3C. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the CBC. The seismic load is dependent on the retained height. where H is the retained heig'ht of the soil behind the wall, in feet, and the calculated loads result in pounds per square foot (psi) exerted at the base of the wail and zero at the top of the soil. A seismic load of2IH should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGA 1, of 0.434o calculated from ASCE 7-10 Section 11.8.3 "and applied a pseudo-static coefficient of 0.33. 8.10.2 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the 'pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcfi. Where the backfill will he inclined at 2:1 (horizontal:vcnical), an active soil pressure of 50 pcf is recom'mended. These SOIl pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane etendmg upward florn th base of the wall pussess an Expansion Index So 8 10 3 Where I walls are restrained orn movement at the tp n additi0n.tl uironn pressure of .81-I psf (where H equals the height of the retaining vall portion of the wall in feet) should be added to thc active soil press-Lire where the wall possesses a height of 8 feel Or less and 121-1 where the wall is greater than $ feet. For retaining walls subject' to vehicular loads within a horizontal distance equal to t o tiii ds the wall hi-,lit surcharge surchar-e equivalent to two feet of fill soil should be added 8.10A. Soil to be used as backfill shouldbe ockpi1ed and samples ootaind rorhboiatorrestinky t*. c'aluaie us su1tabilit for use as wall backfill Modifiedhtsial earth pressures will be S . .. ...required if backfill soils do not meet the required expansion index City or regional . ... . . . standard wall designs, if used, are based on a specific active Lateral earth pressure and/or soil friction angle. On-site soils might not meet the design values used for City or regional standard wall design. Geocon Incorporated should be consulted if City or regional standard wall designs will be used to assess the suitability o oh-site, soil for use as wall backfill. S 10 5 'Unrestrained walls will move laterally when backfihled and loading is applied.The amount of lateral deflection is dependent on the wall height the type of soil used for backfill, and '". . loads acting on the wall. The wall designer should provide appropriate lateral deflection , quantities lot planned ietunin alls structures, if applivib1e These lateral ali. Cs should be considered when planning types of improvements above retaining wall structures. Pro ccl No. 06442-32-20 _)9- , March 18. 2015 * ..... _., .. S S. ••SS .5. •5 ) 11 S 10 6 Retaill3ing walls should be Provided ith i drainage system adequate to prevent the buildup of hydrostatic forces and waterproofed as required by the project architect. The use of .0 drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property or improvements adjacent to the base of the wall. The above recommendations assume a properly compacted 0 granular ().-1 < 50) free-draining backfill material with no hydrostatic. forces or imposed suichargc. load Figure 5 presents 41 typical icLiming wall drainage detail. 107 In gLncNJ wall foLmdations hung amininluni dLpth and width u 1 foot may dcgncd - for anallowable soil bcanng .essuic of 2000 pf, provided the soil within three feet below the base of the wall has an Expansion Index < 90. The recommended allowable soil . bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil hearing pressure of 4,000 psf. I - . t S 10Footings that must be placed within seven feet of the top of slopes should be L\tCfldcd in depth such that the outer bottom edge of the footing is at least seven feet horizontally inside - - 0 0 the face of the slope. b 10 Y For s1sta'x._ to lateral loads a passive earth pressure equivalent to i fluid density or 300 pound per cubic too (ptf) is recommended toi footings or shear keys Poured mat agiinsrpioperl\ compacted granulai fill soils 01 undisturbed loin anon matuals The passive pressure assumes a horizontal surface extending away from the base or the wall at least 5 feet or thtee times the. surface LneratIng the passive pressure, whiJicci is grcat. ..The upper 12 inches of material not protected by hoot slabs oi pavement should not be rnJutkd in the design tor lateral resistance. Where wails are planned adjacent to and or on ciLscendlng slopes, ipass1\e pressure of 150 pcfsliouiJ be used in design 8.1.0.10 The recommendations presented above are generall\ applicable to the design of rigid concrete or msonr) iraini ig walls having a maximum height of 12 tact in the event that walls higher than 12 feet are planned, Geocon lrcolpoiaLS.d should be consulted for -' additional iccommendations ........ 811 Soil Nail Wall Recommendations -8.11.1 Baecl OT the site plan, we understand that a soil nail wall with inaimani height of aopioxin-rttal 12 feet i planned along the north and north edge of the sheet graded pad The maoiiry of the \clil wili be excavated in granitic rock with some poinon in •::. ,i compacted fill. -.. .. 5 5 . '0 - •• • . S . • . 0 . -. -. . . - Projcr No. 06442-32-20 - 5 • -20 - March S, 2015 ,.-.-- .- S S - • -. . Eave K, q5 (psi) positive upward pressure Height (45)i (MWFRS) on bottom (ptf) (Cp0.7) 20 0.902 23.75 16.62 typroof 40 1.044 27.48 19.23 typ roof - 12 WISEMAN+ROI4Y Structural Engineers PROJECT: Ca4etod Oaks Hoot Lot 13 WINO LOAD TABLES (ASCE 7-05 Chapter 6, Method 2) LOCATION: Carlsbad, CA . .. . December2013 (2012 SIC / 2013 CBCIASCI! 7-10, SupSi & 2) JOE NO: 15-011 . 19114/2015 WIND LOADS (LRFD . . •- - - :. MWFRS (Any MWFRS Area or C&C Area >700 s.f.) (ASCE 740 Section 28.2) Ht <Soft. 7ig0r52&4-1 ,,. - Mears Roof Height ' 30 ft 'ft Least Reilding Dimension = 100 Roof Slope = 0.25 :12 R9of Angle = 1.2 degrees 10% of least bldg. Dim = 20.0 ft t40% height= 12.0 ft c-c= I- 0.1$ Enclosed 4%ot least bldg. t)im 4.0 It TnreeFeei= 3.0 ft Exposure C .......... .* F K 0.98 a = 10.00 ft K,, 1.00 Corner Zone '2a'= 20.00 ft K= 0.65 . V = 110 (includes Risk Category) Qn = 0.00256 K, K, KI V,. - RlykCoxegory S (for rfernc only) Q,, = 25.86 - pa". . 38 Leeward Roof Edge F .0.530 -9.05 -18.36 - 48 Leewa. d Wali Corn, -0 430 47 1978 j Load Case B: Surface: GC, I IDesign Pressure (psf): w/+GC, w/-Gç 1 Side Wail wdiard( 2 Roof (windward) -0.690 .13.19 22.50 3 Roof (Leeward) -0.370 - -4.91 --14.22 4 Side Wall (le.-ward( -0.450 6.98 -16.29 5 Windward Wall 0.400 15.00 5.69 S ieeward Wall -0.290 -2.64 .. . -12.16 Side Wall (wlndwtd) Corner -0.480 . -7.76 . -17.07 25 Roof (windward) Corner -1.070 -23.02 -32.33 3E Roof (Leeward) Corner -0.530 -9.05 48.36 48 Side Wall (leeward) -0.480 -7.76 -27.07 SE Windward Wail 0.610 20.43 - 11.12 SE Leeward Wail -0.430 . -6.17 15.7$. NOTE; Re.r ASCE 7-10 Section 28.4.4. minimum wind is 16 paf over the ..wail projected area & S oaf ovEr roof proectd area MWFRS Parapets (ASCE 7 10Sec on284_( Parapet N. q9 (psf) p (psI) p (paf) . . . •. Height (It) (MWcRS} Windward Leeward - 13.5 0.849 22.35 33.53 -22.33 20 0.502 23.75 35.52 .2375 25 0.945 2-1.89 37.33 -24.89 60 1137 25.93 4.1.59 .79931 MWFRS Roof Overhangs (ASCE 7-10 Section 23.4.3) . ---- .•H 13 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks North Lot 13 WIND LOAD TABLES (ASCE 7-05 Chapter 6, Method 2) LOCATION: Carlsbad. CA December 2013 (2012 IBC/2013C8C/ASCE 7-10, Sup #1 &2) JOB NO; 15-014 10/1412015 *1. L WEND LOADS (LRFD) Components & Cladding: Walls ASCE 7-10 Section 30,-1: lit < 60 ft. . Walls - Figure 30.4-1 - Area <700 square feet -. .Eave Height = 36 ft Area greater of (Span x Width) or (1.33 x Span) Roof Stape = 0.25 :12 h = mean roof height (eave height for 0< 10 deg) Roof Angle = 1.2 degrees ,GCri :+/ 0.18 Exposure= C - - K= 1.02 1.00 K= 0.85 . : V; 110.00, - Least Building Dimension = 100 ft 10% of least bldg. Dim = 10.0 ft 40% height = 14.4 ft 4% of least bldg. Dim = 4.0 ft Three Feet = 3.0 ft Corner Zone 'a' = 10.00 ft Risk Category 't.• -I, q. 0.00256 K. K, Kd V2 I qtl• 26.87 psf. - Area -: GC Factors: Design Pressures 'p' (psf): Windward Leeward Zones Windward Leeward Zones sq. ft. 4 & 5 (crnr) 4 5 (corner) 4 & 5 (crnr) 4 5 (corner) 10 •. -0.900 . -0.990 -1.260 29.02 -31.44 -38.70 .20. .0.952 -0.942 . . -1.164 27.74 -30.16 -36.13 30 0.824 • -0.914 -1.108 .26.99 -29.40 -34.62 '40 ..- .0.804 -0.894 -1.069 .26.45 -28.87 -33.56 50 1 0.789 .-0.879 -1.038 26.04 -26.46 -32.73 60 0.776 ' -0.865 -1.013 25.70 -28.12 -32.05 70 0766 Q'856 1991 S41 80 .0.756 -0.846 •• -0.973 25.17 -27.59 -30.98 90 . .0.748 -0.838 --0.957 24.95 -27,37 -30.55 . 100 .0.741 -0.831 . -0.942 24.75 -27.17 -30.16 150 .0.713 . -0.803 .• -0.886 . 24.00 -26.42 -28.65 '200 . 0.693 -0.783-0.846 23.47 -25.89 -27.58 250 0.678 -0.768 -0.816 23.05 -25.47 -26.76 400 0.645 -0.735 -0.751 22.18 -24.60 -25.01 500 0.630 -0.720 -0.720 21.77 -24.19 -24.18 I. 4 .4 '4 S glazing(15'' : typ piers A=(I - :. - - - "p. 14 WISEMAN+ROHY Structural Engineers PROJECT; Carlsbad Oaks North Lot 13 WIND LOAD TABLES (ASCE 7-05 Chapter 6, Method 2) LOCATION: Carlsbad, CA December 2013 (2012 IBC 12013 CBC/ASCE 7-10, Sup .4 1 & 2) JOB NO: 15-014 . - 10/141015 WIND LOADS (LRFD) Components & Cladding: Roof Eave Height = 30 ft Parapet Height = 2 ft Roof Siope= 0.25 :12 Roof Angle 1.2 degrees GC= +1.. 0.18 Enclosed Exposure = C 1.02 K = 1.00 Kcj - 0.85 V= 110.00 _w - . ASCE 7-10 Section 30,4: Ht < 60 ft. . Roof- Figures 30.4-2A, 30.4-213 & 30.402C - - Area <700 square feet Area greater of (Span x Width) or (1.33 x Span) h = mean roof height (cave height for 9< 10 deg) Least Building Dimension = , 100 ft ,• 10% of least bldg. Dim = 10.0 :, ft. ..' 40% height = :. 12.0 •' ft . 49,L, of least bldg. Dim ' 40 ft Three Feet = 3.0 ft CorrerZonea'•= ..10.00 ft Risk Category = il , . . - . -• q)- 0.00256K.KKV . .;r . . -. . .q= 20.87 p5f Area GC Factors: .. . -'- Design Pressures 4p'.(psf): Windward Leeward Zones ' Windward . Leeward Zones sq. ft. t 2 & 3 1 2(edge) 3 (corner) 1, 2 & 3 1 2 (edge) 3 (corner) 10 0.30 -1.00 . -1.80 . . . -2.80 . 1290 -31.71 -53.21 -80.09 20 0.27 -0.97 . . -1.59 . .-2.29 .' 12.09 - , - -30.90 -47.55 -66.33 30 0.25 --0.95 - - - -1.47 - - -1.99 . . 11.62 -, -30.43 - -44.24 -58.29 40 - 0.24 -0.94 - - -1.38 - - -1.78,, f 1128 -30.09 . -41.89 -52.58 .50 - 0.23 -0.93 - - ...31 - -- --1.61 - 11.02 - -29.83 -40.06 -48.15 60 0.22 -0.92 - - -1.26 - - -1.48 1081 ,, :29.62 - -3857. 4453 70 0.22 -0.92 - -1.21 -1.36 - 10.63 - -29.44 -37.31'. - 41.48 - 80 0.21 -0.91 - -1.17 -1.26 - 10.47 - 29.28 -3622 -38.83 - 90 0.20 -0.90 -1.13 -1.18 10.34 -29.15' . .35.26 -36.49 100 0.20 -0.90 -1.10 -1.10 10.21 -29.02 , ' -3440 :3440 CASE A: (Windward) Area Not at corner zone At corner zone sq. ft. + Wall (4) Roof Up (2 Total + Wall (5) Roof Up (3j Total 10 20.12 -40.23 1 60.35 20.12 40 33 00.35 20 29.05 -35.52 1 5137 39.05 -35.52 5.1.57 ., 30 38.42 .-3 2.7? 51.19 18.42 3277 51.19 ' -'40 17.98 -30.81 48.79 17.98 '-30.87 48.79 5O -. 17.63-29.30 40.93 17.63 -29.30 45.93 60 17.35 . -23.00 45.41 1-7.3 _5 -28,00 45.41 70: 17.11 -27.01 . 44.12 17.11 -27.01 46.12 80 36.91 . -76.10 43.01 16.91 , -26.10 43.01 90 16.73 . -25.30 42.03 16.73 --25.30 4 2. 03 100 16.55 . , -24.59 41.19 36.56 ' -24.58 41.15 - 150 15.94 . -24.59 43.52 15.94 -2459 40.52 200 15.49 -21.59 40.03 15.49 . -24.59 40.08 250 19.15 -24.59 3 9. 74 15.15 ' -24.59 39.74 .300 14.87 -21.59 39.45 14.87 -24.59 39.45 - 400 14.42 -24.59 39.01 14.42 -24.59 39.01 500 14.08 -24.59 33.67 14.08 -24.59 33.87 CASE B: (Leeward) Area ' Not at corner (zone 4) At corner (zone 5) sq. ft. + Wall (4) -Wall (4) Total + Wail (5) - Wall (5) Total .10 20.12 . -22.13 42.26 20.12 ..-2S.16 -48.28 .20 19.05 -21.06 -40.10 29.35 -76.02 -45.07 30 , '18.42 . ' -20.43 -38.85 18.42 -24.77 -43.19 40 17.98 ' -19.99 -37.96 17.98 -23.68 -41.86 50 173 14 3728 17e 23 4033 60 17.39 -19.36 -36.71 17.35 -22.63 -39.98 70 . . 17.21 ' -29.12 -36.24 17.11 -22.16 -39.27 60 16.91 -18.92 -35.83 16.91 .-21.75 -38.65 90 16.73 -28.74 -35.46 16.73 .-21.38 -38.11 100 15.56 -78.57 -35,14 16.56 -23.06 -37.62 150 . 15.94 . -17.95 -33.89 15.94 . -19.82 -35.74 200 15.49 -17.51 -33.00 15.49 -28.92 -34.41 250 15.L5 -27.15 -32.31 15.15 -18.23 -33.38 - 300 . 14.37 . -16.88 -31.75 14.87 -17.57 -32.53 400 14.42 -16.44 -30.80 14.42 .16.78 .31 70 500 14.08 -16.1)9 -3017 14.08 -1.5.09 -30.17 .J. - 4 - .4-_I - 4 * F - I •, i 4 4 . • 4. -4 4. . ' - I 4. • I Ir 4. I iI -4, 4 . .4 .. . . WJSEMAN+ROHY Structural Engineesa PROJECT: Casilbea Oaks North Let 12 - WIND LOAD TABLES (ASCE 7-05 Chapter 6 Method 2) LOCATiON: Carlabsu, CA 0nibvr2013 (2012 BC! 2013060 IASCfI 7.10, Sup al &21 JOB NO: 16-014 11)114/2015 15 I WIND LOADS (LRFD) Components &Cladding: ParaDets a Topofnspet 33.5 ft Parapet Helht = 3 ft Roof Slope 0.25 :12 -'. Roof Angle = 1.2 de.rees • Exposure C 4 1.00 = . 0.85 4- - • v= 110.00 • , fOsir Cale9ory = . .q0.0025649,,lcl p5i 4509 7.10 Section 30.9: Nc <COlt. Walls - iurc 30.4-2 Arc-a < 700 !qtittr(! feel CASE A: PositivC Wall Load to Frn( Side (Figure Negative Edge or Corner to Back Side (Figure 6-1 15) CASE B: Positive Wall Load to Back Side (Figure 6-11-A) Negative Well Load to Front Side (Figure ,5-11A) NOTE: oç will cancel out and in ncr considered for both of these cases. •• ••' • Wise män+ RohyStrUdurol Engineers Load Combinations (D, L, Lr, W, E) ASCE 7-iO(SDS >0.125) SJ9lhDesi9D: • / . •Basic Allowable Sire s D • Allemate Allowable Stress D (Use I .OL in place of 0.51- for loads > 100pr.f, (Can reduce Overturning Effects by 25% at soil interface (20 13 CBC Section 1605.3.2) goioges, & public assembly) for soil sliding, o'erturninq and bearing per ASCE 7-10 (Use for ASD Masonry Design and wood and lilt-up hold-downs) Section 12.13.4) Dead & Live Loads Dead & Live Loads 1 1,4D Dead & Live Loads: 1. 0 4- L + Lr 2. 1.2D + 1.6L -f 0.5Lr • : 1. D • 'S S .• 3. 1.20 - t -O.SL- - 1.61_r 2. D - IL . • Dead, Live, &Wind . 3. 0± L '. . 2ci. D -I- 1. i- 0.78W Dead, Live & Wind Loads:4 0 i 0.75(L - Ii) 2i) 0670 0.78W 3. 1.2D 1 1 .6Lr - 0.5W '• . 4. 1.20 -i- 0.5L 4- 0.5Lr + 1.0W . Dead, Live, & Wind: •. '• f ', . S Dead, Live, & Seismic: • 6. 0.90 - 1.0W 5.1 D -I- 0.6W (U) 1 0.14 Sias) D - L ± p Qr/1.4 •' S • Dead, Live, & Seismic: • : 6." D + 0.45W ~ 0.75{L .J. ir) 7. 0.60 -. 0.6W 6.' (0.9-0.14 Sas)D - p Q /1.4 '•' 5. (1.2 f 0.2 Sii,)D 4- p Q l 0.5L . S S S .' ' Dead Live, & Seismic (soil Interface): • 7. (0.9.0.2 Siz)D -/) Qr.. Dead, Live, & Seismic: . 1 5. (1.0 ± 0.14 505)D + L + p Q6 11.4 :• • 5. (1.0 + 0.14Sos)D +0.7Qi: 6. 0.9D-p Q/1.4 - S. Dead, Live, & Seismic with Oversli-engih'Fcclor: ó (1.0 4 0.105 S)D -I-' 0.525 p Qr.. -I- 0.75L 5. (1.2 I- 0.2 Sce)D -I Oc Qi: + 0.5L 7 8.' (0.6 -. 0.14 Sas)D - 0.75p Qr.. . Dead Live, & Seismic with Overslrength Factor: (0 9 0 2 S1 )D Q Qi 5 (1.0 0.14 S )D I 0, Qr /1 4 De-ad Live, & Seismic (soil interface) 6 (0.9 - 0 14 Sr.)D 0, Q/1 4 - -5. ' (10' 0145flD4 0IoQe - 6 (V.0'+,0.105 Sri)0 0.525 p Q 0'75(i- Li) - - S. 0_.6D-O. 7 / 0' - p Dead, Live & Seismic vith 0vc'istienqlh ractcr -. 4 5' (10' 014S0 )D i 070Q, 6 :1.0 -t 0.105 Sr,$)i) 0.525 Qu Qr. I 0.751. - H- - 8 (06 0.14 Src)D 0.7 0 Qi p -. _ Duration of Load mci case ol 1.6 permitted for Wood l Duration of Load inn ose of 1.6 permitted For Wood . - - - 1/3 allowable loudincreose for masonry Oversirength Allowable Stress Increase of 1.2 for Steel - - . - - - - - '*'Om-M renoth Allowable Siress Increase of 1.2 x 1.6 for Wood Oversfrngth Allowable Stress tncrease of 1.2 for Steel Oe stiongh Allowable Stress increase of 1,2 x 1.6 for Wood S. -• .t . WISEMANfROHY Structural Engineers 1 PROJECT C w151)ad Oaks - - . 0 . • '= TYPICAL SQUARE PAD FOOTING DESIGN TABLE == LocArloN: October 2013 Vor.2.Q * • JOB NO: 15-014 - 08/13(15 5:20 PM - Soil Bearing Pressure: .': ...........- . Miscellaneous: . . .• 2500 psf Fl to TOF 12 inches column footprint 10 in rr to Pad = 9 inches (slat) i qrvol sand) steel spacing factor = 10 Min Depth = 24 inches ." . . . (or selection of steel spacing vs. size only) Increase per foot = 500 psf :Superimposed Lorid = 175 psf (for slab, dirt or LL) (Ain Width = 24 1 tches Notes Increase Per Foot 300 psf . Material Strengths: ''. : - - Assumes P. = 1.5 (DL LL) concrete 3000 psi '. - . - Subtracts weight of footing from allowable Maximum Bearing 4000 psf . •. •.= 60 ksi - Subtracts weight of superimposed load from allowable Mark: Size Thick Adj. Brng'. P,' Depth ONE WAY SHEAR: TWO WAY SHEAR: M, a A. A5 A5 mm A5 ' (ft) -SQ. (in) (psf) (k) (in) V (k) V511 (k) OK? V (k) V511 (k) OK? (k-in) (In) (Req*d) (200!F) (.0018) Use USE: 1.5 21 2500 , 5 17 0.0 25.1 Y 0.0 301.7 Y 3 0.00 0.00 1,26 0.68 0.68 3 fl 5 F2 20 21 '2500 8 17 00 '35 V 00 3017 V 11 001 001 168 V91 091 3 # 5 2.5 21 2650 ' '14 17 OM 41.9 V 3.5 ' 301.1 V 30 0.03 0.03 2:10 1.13 1.13 4 / 5 13 30 21 2800 21 17 00 503 V 124 3017 V 67 005 007 2'i2 136 3.5 21 2950 31 17 0.0 58.1 V 24.3 301.7 ' V 12(3 ....0.14 2.94 1.59 1.59 4 fi 6 14 40 21 3100 43 17 24 670 V 394 3011 Y 217 012 024 336 181 4.5 21 3250 57 17 7.2 75.4 'Y 58.1 301.7 V 347 0.17 0.38 ' 3.78 ' 2.04 2.04 5 N. 6 50 21 3400 4 17 135 838 V 807 3017 V 52? 023 058 420 227 227 0 # 6 5.5 21 3550 94 17 ' 21.6 92.2 ' V 107.7 301.7 Y 768 0.30 0.84 4.62 ' 2.49 2.49 6 # 6 F6 bO 21 3700 117 17 315 1006 V 1392 3017 Y 1081 039 119 04 272 272 7 1/ 6 6.5 21 3850 ' 144 17 43.5 108.9 'V 175.7 ' 301.7 ' Y 1479 0.491.64 ' 5.46 2.95 2.95 7 # 6 17 70 21 4000 1Th 17 578 1173 Y 2175 3017 V 1976 061 219 588 318 318 6 7 7.5 21 4000 200 17 71.2 125.7 V 253.4 301.7 V 2475 0.72 2.75 6.30 ' 3.40 3.66 7 # 7 18 80 21 4000 228 17 858 1341 V 2917 3011 V 3051 084 341 672 363 453 8 7 8.5 22 4000 256 18 97.4 ' 150.8 V ' 3282 331.3 V 3682 0.90 ' 3.88 ' 7.48 4.04 5.17 7 1( 8 F9 90 24 4000 286 20 1052 1775 V 3616 -3944 V 4350 09b 413 864 467 b49 8 # 8 .9.5 26 4000 316 22 113.1 208.1 ' V 395.9 462.7 ' V 5097 ' 0.90 4.38 9.88 5.34 5.83 8 9 8 110 100 26 4000 350 22 1310 2169 V 4424 4027 V 6003 101 517 1040 562 686 7 #9 10.5 28 4000 383 ' 24 ' 139.5 248.4 V 4.79.2 536.3 V ' 6899 1.02 5.44 11.76 6.35 7.23 8 # 9 110 28 '1000 420 24 1590 2603 V 5296 5363 V 7994 '113 (332 1232 (365 840 9 # 9 11.5 30 4000 456 168.0 294.8 Y 568.5 615.2 V 9053 1.12 6.59 13.80 7.45 8.77 9 # 9 120 .j2 4000 493 ....26 28 1770' 3313 V 6079 13993 V 10184 112 687 1536 Rb29 914 10 #9 \\WRESERVER\Erigineering\Projocts\15\15-014 Carlsbad Oaks TiIts\Calculations\Typical Footing Schedule - . . WSMAN + ROHY 21 p STRUCTURAL ENGIN EERS S . BY I DATE PROJECT f ,i1 _(?J) SHEET NO. OF S JOB NO. I-? - I / - - 1 - 1 - 4 1 4 t -f . S.... ..... --,:-- :.. . . . - . . : . . -.'. . . 5- . S.. - . S. S . . •: . .. . . . . S - . . . : . .L: . .: . . INPUT DATA: . Bar Size: 6 0.44 ir12) Concrete Weight 145.00 pcf , Number of Bars: 1.0 in 1.5 foot pier . Wall Weight 150.00 pcI Steel Area (ln/ Pier) = 0.44 in . I. = / 60.00 S t'= .5 4.00 p ksi Sus = 0.75 g beta= 0.85 . Importance Factor (I) = 1.00 ': E3 29000. RSj - ' E= 36.14 k&i F=0.40S 1jW= 0.300 xW (ASCE7-05(12.11.1J) - .. n= 7.96 Wind = 26.00 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: -, Height (Span) = 33.50 ft Osteci at Center Reveal Depth 0.75 in 'Stael at Face - S Steel Depth = 5.38 in at Face Inside 3 Stirrups Parapet Height = 6.50 ft Coiner: -1.75 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Opening -Right Thick, ess = 0 inches 7.25 inches . 0 inches WighLisf= 0.0 psI 90.6 psI - . 0.0 - psi Full Opening! Pier Width = 0 feet 1.5 . feet 0 feet 0.0 pIE 135.9 pIt . 0.0 ptf Solid Panel Above: 33.5 feet 33.5 feel Height to top: 0 feet . . - 0 feet Opening Opening Ht: H eight tobtm: 0 fee t '. .- 0 feet 0 feet _- 0 Solid Panel Below: 0 feet - 0 feet SUMMARY: Tension Vertical M., I phi-M,, M, / phi-M,, Controlled Stress Combination 1: 3.3% 51.3% 30.1% 18.5% Combination 2a: 4.3% 52.0% 29.7% 17.0% CombinatIon 2b: 2.9% 52.5% 29.6% 15.9% Combination 3 7.2% 50 .9% ; 3 4 , 196%V. Combination 3b: 2.9% 52.5% 29.4% 15.9% Combination 3c 410% 509 Q4% Combination 3d: 35.2% 52.5% 29.4% fi 9% Combination 4a: 70.6% 52.0% 29.7% 17.0% Combination 4h: 08 2% 52.5% 29.4% 15.9% Combination 5 740% 516% 299% 179% Combination 6: 63.6% 54.4% 28.3% 11.9% CLmbinaton' 64.3% - bb 4-, - 2' 80 9.9% * CHECK: OK OK OK OK - Service Alternate ASD Load Combinations: Deflection p 2.68 in 2006 16CEq (16-18); 106 394% 2006 IBC Eq (16-20): 0.80 29.9% CHECK: OK- SERVICE LOADING: Eccentric Loads: (Eccentricity = 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load - 370.0p11 0,0 1b . ', -O.opll 0.0lb Floor Live Load 0.0 p11 0.0 lb - 0.0 pIt 0.0 lb Root Live Load 432.0 pIt 0.0 lb • " 0.0 pit 00 lb Snow 0.0 pit 0.0 lb : .0.0 pIt 0.0 lb LOAD COMBINATIONS: __________ Pe ASCE 7-05 [2.3.2] . 0 . L S E W Combination 1: 7.40 1.400 . . . Combination 2a: 1.20 v 1.6L a 0.5L.. 1.230 s1.600 Combination 2b: 1.20 4-1.6L + 0.SS 1.200 ;.pp • 0.500 Combination 3a: '.. 1.20 + 1. GL, + iL .. ... 1.200 . 0.500 1.600 .... Combination Sb: 1.20 + 1.8S iL 1.200 0.500 1.600 , Combination Sc: 1,20 + 1.6L. + 0.5W 1.200 1.600 . -. c.soo C it) bi,isml,on 3d: 1.20 + 1.6S +0.5W 1.200 '. - 1.600 . . 0.500 Combination 4a: 1.20 + 1.0/i a11L+0.5L, 1.200 -. o.soc- - 0.500 . •. 1.000 Combination 4h: 1 20 -•r' afi +.59 1.200 0.500 0.500 A 1 000 Corr'bna:,r,,m 5: (1.24 E,)D + IL + 1.06 * 05 1.350 0.500 . 0.200 1.000 Con,binaiicm, 5: 10.90 - 1.0W I 0.900 -i 000 7: 10.9- E..)D - 1.00 . 0.750 1. = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-0512.3.2) Exception 1) - = 0.2S 0 ('.150 a D (ASCE7-05 112.4.21) (Note: If 5c4s <=0.125 the;', 6, = 0) 0 SN+ oy 23 STRUCTURAL ENGINEERS . . . . . ... . BY f DATE ______ PROJECT - .- ...... SHEET NO OF I/_i1/G A JOB )- r - ' - --"y I- . .- . . . . . . I WISEMAN+ROHY Structural Engineers fPROJECT: Carlsbad Oaks - - -. I TILT-UP PROGRAM (ACt 318-11 - 14.8) . - LOCATION: Building A. Grid 1-3 Roof 24 February 2015(2012 IBC / 2013 CBC / ASCE 7-10) JOB NO: 15-014 8/1012015 09:31:30 INPUT DATA: - -. Bar Size: 6 0.44 inA2) Concrete Weight 145.00 pcI * Number of Bars 1.0 in 1 5 toot pier Wall Weight - laO 00 pcI Steel Area (ln1 Pier)= 0.44 lfl' -. r.; 60.00 "ksi. • s---, -•-- '•'si S= 015 9 - beta 0.85 -. Importance Factor (I) = 1.00 E 290D0 ksi E: 3644 ksi • . - Fa =0.40S I 0.330 xW., (ASCE 7-05(12.11.1)) , . n= 7.96 • Wind = 25.00 psf (LRFD) ,. . phi (bending) = 0.90 PANEL DIMENSIONS: . . Height (Span) = 23.75 it Reveal Doptf-i= 0.75 in - OStaciatFace ., . . Steel Depth = 3.25 in OSceel at Face Inside 43 Sdrrupr -. Parapet Heigh! 4.00 ft COther: 675 in Parapet Thickness = 7.25' in . ... Left Opening Middle Pier (design) - Right Opening Thickness = 0 inches 7.25 inches - . 0 inches. WeighUsf z 0.0 psi 90.6 p's1 . 4 .. 0.0 pf Full Opening / Pier Width = 0 feet 1.5 feel . 0 - feet 0.0 pIt 135.9 plf - 0.0- pit Solid Panel Above: 23.75 feet : 23 75 feel Height to top: 0 feet - 0 foot Opening- Opening Hit: C feet , . . , .0 feet Height to btm: 0 bet . - - 0' feet Solid Panel Below: 0 feet . -. 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 5 25u,) ' Concentric Loads: Uniform: Point: Uniform: . Dead Load 360.0 pif 0.0 lb . . .. Cop1! . 0.0 lb Floor Live Load - 0.0 p11 D.0 lb ' . 0.0 pu . - -, 0.0 lb Roof Live Load 425.0 p11 0.0 lb ' ' . . . 0.0 Of 0.0 lb Snow 0.0 ph 0.0 lb - 0.0 011 0.0 lb LOAD COMBINATIONS: Per ASCE 7-05(2.3.2 . 0 L' . 5 5 w Combination 1: 1.40 1.400 Combination 2a: 1.20 + 1.6L + 0.5L7 . 1.200 1.800- . 0.580 Combfne5on2b: i.2D- i.I5L0.5S 1.200 ,1.800 . . . . 0.500 Cornhnat01133: (1.20 1.6L, +f,L 1.200 . 0.500 Connbiiakn 3b 1.2D + 1.6S - f L 1.200 1. 580 Combra ion 3... 1 2u - b "0 oP 1.2 Ccnibination3d: 12D-68054N' 1.200 Combination 4a: 1.2D 10i/5 + f,L -- O.SL. .200 ,, 0.500, 0500 1.000 Combinslion 4b: 1.20 + 1.0W + IL + 0.58 200 0.500 -p -' '.. 0.500 CombInationS: (1.2 45,)t) + f.L -i.0E 025 1.350 ' 0.500 . . . 0.200 .1.000 Combinetron 6: 0.90- 1.0W 0.900 ... - . . - 1 .1.000 Combination?: 11.E.,)D-1.E ' 0750 ' - = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 12.3.21 Exceprion 1) 0.^,S,, r) 0.150 x 0 (ASCE 7-05112.4.2])(Note: ifS = 0.125 fnn 5, = Of -, SUMMARY: Tension Vertical Controlled Stress Combination 1: 5.8% 91.7% 47.60K) 13.5% Combination 2a: 7.5% 92.3% 47.3% '12.7% Combination 2h: 5.0% 93.2% 46.7% 11.5% Combination 3a 12.6% 904% 48 4% 7 )dt$2%( Combination 3b; 5.0% 93.2% 46.7% 11.5% - Combination 3c g 904% 44% 15% Combination 3d: 33.7% 93.2% 46.7% 11.5% Combination 4a: 67.8% 92.3% 47.3% 12.7% Combination 4b: 63.5% 93.2% 46.7% 11.5% Combination 5: 92.1% 47.4% 130% Combination 6: - 57.3% 95.6% 45.5% 8.6% Corno nation 7 59 2 9B 94 44.8% 7.2% -. CHECK: OK OK OK OK Service Alternate ASO Load Combinations: Deflection 4. • , n 200ClBC6q1618) 011 58. :006(1620) 0.11 - 5.7% CHECK: OK 4 SUMMARY: . Tension Vertical -. M,, / phi-M,, M, / phi-M,, Controlled Stress Combination 1: - 10.1% 800% -- 55.3% 30.8% Combination 2a 262% 763% Combination 2b: f6'f 76.9% 57.8% 36.4% Combination 3a: 14.3% 78.7% 56.3% 33.1% Combination 3b:, 14.7% 80.8% 54.7% 29,5% Combination Sc: 9.6% 80.5% 54.9% 30.0% Combination 3d: - 9/% 82.7% 53.3% 26.4% Combination 4a: 17.6% 80.1% 55.2% 30.6% Combination 46: 17.6% 80.60/0 54.7% 29.5% Combination 5 . 18.9% 78.9% 56.2% 32.8% Combination 6: . 13.0% 87.0% 50.4% 19.8% Combination 7:. - 13.2% B94%( 48.9% 16.5% CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflection 0.88 In _(in) 2006 IBC Eç(16 18) 001 2006 IBC Eq (16-20): 0.01 1.4% CHECK: OK WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks I. TILT-UP PROGRAM (ACt 318-11 - 14.8) ILocArtoN: BuiiciingA, Grid 1-3 kic-zz 25 February 2015(2012 IBC /2013 CBC I ASCE 7-10) LJOB NO: 15-014 8/10/2015 09:38:50 DATA: S Bar Size: I ...... INPUT 6 (0.44 inA2) Concrete Weight 145.00 pcf Number of Bars: 1.0 in 1.5 foot pier Wall Weight S 150.00 pcf 1' Steel Area (ln'i Pier) 0.44 in = 60.00 ksi 4 - i'= 4.00 ksi Ss = 0.75 g beta = 0.85 Importance Factor (I) 1.00 E = 29000 ksi = 3644 ksi F 0.40 5a5 I W, = 0.300 X W.,, (ASCE 705 [12.11. 11- fl 7.96 Wind = 25.50 psf(LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span)= 11.00 ft at Center Reveal Depth = 0.75 in Qsteei at Face Steel Depth = 3.25 in Osteet at Face inside 43 SteTup Parapet Height = 28.00 ii Qother: 475 in Parapet Thickness 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 0 inches 7.25 inches 0 inches WeighUsf = 0.0 psf 90.6 psf 0.0 psf Full Opening /Pier Width = 0 feet 1.5 feet 0 feet 0.0 pit 135.9 plf 0.0 pIt Solid Panel Above: 11 feet ti feet Height to top: 0 feet 0 feet Opening Opening Ht: 0 feet 0 feet Height to hIm: 0 feel 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) - Concentric Loads: Uniform: Point: Uniform: Point: Dead Load . 720.0 p11 0.0 lb 360.0 plf 0.0 lb Floor Live Load 1170.0 plf 0.0 lb 0.0 plf 0.0 lb Roof Live Load 0.0 pIt 0.0 lb 425.0 p11 0.0 lb . . Snow 0.0 p11 0.0 lb 0.0 pIt 0.0 lb LOAD COMBINATIONS: _______________________________ PerA$CE7-0512.3,2) L. S E W àumbntkn 1: 1.10 1.400 Conibu,aticri 2a: 120 + 1.6L 0.5L., 1.200 1.600 0.500 CombInation 70: 1.20 i i.5L 4 0.58 1.200 1.600 0.500 Combination 3o: 1.20 + 1.61.. + f,L 1.200 0.500 1.600 Combination Sb: 1.20 + 1.68 +f,L 1.200 0.500 1.600 Cornbina0on Sc: 1 1.213 + 1.51., + 0-61N 1.200 1.000 0.500. - Comoine!ion :kt- . . 1.20 4 1.654 0.sw 1.200 1.600 0.500 Combination 4a: - 1.20 + 1.0W + f,L '-0.51, 1.200 0.500 0.500 1.000 Combination 4b: 1.21) 4 1.0W IL 4 0.5S 1 200 0.500. 0.500 1.000 Ccmbjnatlon 5: 1(1.2 + E)D +f-L + 1.0040.25 1.350 0.500 0.200 1.000 - Combination 6: 10.9. 1.0W 0.900 -1.000 Ccmbineiion 7: 10.9 - EtD -1.00 0.750 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 [2.3.2) Exception 1) 0.2$ D 0.150 x D (ASCE 7-05 112.4.2)) (14c1e: If 0.125 then E. 0) VISEMAN 26 STRUCTURAL ENGINEERS BY DATE '' .J PROJECT —I-1ii '/i 'IK> SHEET NO OF JOB NO - -( - / rz LiJU T1cf i cJ 4 - [ j1AJ / - .• . • - • ... ..• .:. : T f) rj A . ......... ............ . . .... ....... .................... . / _/ :. • . . . . I . '-I— - ••-t )/ • I / l•__J V -, , w /1. '. •.. . . • . . • .. . . : . • . . . . 4 1. t $•-• . - .. • [ WISEMAN+ROHY Structural Engineers 1 PROJECT: Carlsbad Oaks TILT-UP PROGRAM (AC! 318-11 - 14.8) LOCATION: Building A. Grid 1-7 27 - February 20l5(2012 IBC /2013C8C/ASCE 7-10) JOB NO: 15-014- 9/1112015 10:37:56 - INPUT DATA: Bar Site 6 (044 n 2, Concrete Weight= 145.00 pcI Number of Bars: 1.0 in 1.5 foot pier Wall Weight= 150.00 pci Steel Area (In'! Pier)- 0.44 in', :. 60.00 ksi .= 4.00 ksi SOS 0.75 9 beta = 0.85 Importance Factor (I) = 1.00 Es = 29000 ksi 3644 ksi F, '0.40 Sos I W,= 0.300 xW. (ASCE 7-05(12.11.1)) n = 7.96 Wind 25.00 psI (LRFD)' phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) - 36.00 ft Osteel at Cerise - Reveal Depth 075 in ®Steel efface Steel Depth = 3.13 in CjSteei at Face Inside #3 Stirrups Parapet Height = 2.00 ft COther: 4.75 In Parapet Thickness 10.00 in Left Opening Middle Pier (design) Right Opening Thickness = 0 Inches 10.00 inches 0 Inches - Weighiisf= 0.0 psI 125.0 psI 0.0 psI Full Opening/ Pier Width = 1 0 feet 1.5 feet 0 feet 0.0 p11 137.5 p11 0.0 p11 Solid Panel Above: 38 feet 38 feet Height to top: 0 feet 0 feet Opening . Opening Ht: [Height 0 feet . 0 feet to btm: 0 feet 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentridty= 7.63 i Concentric Loads.- Uniform: Point; Uniform: Point: Dead Load, 312.0 p11 0.0 lb 0.0 p11 0.0 lb Floor Live Load ' 0.0 Of 0.0 lb 0.0 plf 0.0 lb Roof Live Load . . 430.0 phI 0.0 lb 0.0 p11 0.0 lb Snow 00 plf 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS: Pe, ASCE7-05(2.3.2I ' D L L,S E Combinadon 1: . 1.40 1.400 - Combination 2s: 1.20 - 1.6. + 0.51., 1.200 1.600 0.500 Combiniion 2b: ' ' 1.21) - 1.6L + 0.55 1.200 1.600 0.500 ComL'inaoi13: 1.20 + 1.6L + Ii. 1.200 0.500 1.600 CoinbinaLion 3b: 1.20 + lOS + l,L ' 1.200 0.500 1.600 Combination Sc: 1.20 + 1.61.. + 0.5W - 1200 1.600 ' - 0.500 Cornbin lion 3d: 17p lOS 05W 1 200 1.600 0.500 Combination 4a: - 1.20 LOW fL 4- 0.5L, 1.200 0.500 0.500 1.000. Combination 4b: 1.20 + 1.0W fL + O.SS 1.200 0.500 0.500 1 1.000 Combination S: 10.2 f.i. - LOS =025 1.350 0.500 0.200 J 1.000 C00,bnation6:____________ 0.90-1.0W 0.900 -1.000 Contot...Jon?: ' i0.9 - - 1.00 0.750 . -1.000 = 0.5 Live Lod Factor (1.0 or 05) (ASCE 7-05 j2.3.2) Excepbon 1) . . 6. = 0.2SD 0.150 x 1) IASCE 7-0.51-12.4.2]), (Note: Ii S -0.1Z5 (ieii E,=0) SUMMARY: Tension Vertical N-1,/ phi-M, M, / phi-M,, Controlled Stress Combination 1: 2.2% 61.7% 20.5% 15.4% Combination 23: 3.1% 62.7% 20.2% 14.1% Combination 2b: . 1.9% 634% 20.0% 13.2% Combination 3a 56% 61.2% Combination 3b: 1.9% 63.4% 20.0% 13.2% Combination 3c 26 °.. 61.2% Combination 3d: 23.4% 63.4% 20.0% 13.2% Combination 4: , 46.6% 62.7% 20.2% 14.1% Combination 4b 45.7% 63.4% 20.0% 13.2% Combination 5: 35%;). 62.1% 20.4% 149% Combination 6: 44.9% 66.1% 19.1% 9.9% Combination / 66 5 67'b°'a 18 7% 8.3,-,; CHECK: 01< OK 01< OK 5. 4-. Service Alternate ASD Load Combinations: Deflection 3.04 in AS (141 (In) 2006 lBC Eq (16-18): 0.26 6.7% 2006lBCEq(1620) 036 118% S S S f19e k/frC 6t -- T r - 11 : I _' il II ............ .............. I .'3 S'J I_ JIII A 7 / I1Fi fXCr -4 r1 . S 1 1 I : 1 b' J I - - i l $ - - I- - °AlIIlI.1C.A.r.c.rJ UI C lUll CLI IA l.IJUl4IIIlIh', I Ii till I 'Ill 1 11 ll rh I r -.' co Si .5 5.. 5. -o S S SUMMARY: Tension Vertical M, / phi-Ma Controlled Stress Contbinalicn 1: 2.6% 19.2% 90.5% 42.0% Combination 2a: 3.3% 19.4% 95.5% 38.6% Combination 2b- 2.2% 19.5% 94.8% 36.0% Combination 3a; 56°+. 191°c 971% A4% Combination 3b: 2.2% 19.5% 94.8% 36.D% Combination Sc 30.2% 19 l"v 971% 443% Combination 3d: 25.6% 19.5% 94.6% 36.0% Combination 'Ia: 51.5% 19.4% 95.5% 38.6% Combination 4b: 49.6% 19.5% 948% 36.0% Combination 5; 19.3% 96 0% 40.5% Combination S: 45.7% 19.9% 92.3% 27.0% Comb ration 7 46.9% 202% 91 0% 22.50/._- CHECK:, OK OK OK OK ServIce Alternate ASD Load Combinations: Deflection 2.68 in As(irli 2006 ISC Eq (16-18) 239 1% 2006 15C Eq (16.20): 2.38 88.7% CHECK: OK p - WISEMAN+ROHY Structural Engineers PRE flöiCT: Carlsbad Oaks - TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Eucii.g A, Pier 1-1/1-C? 29 - ' February2015 (2012 IBCi 2013 CBC / ASCE 7-10) JB NO: 15-014 8117/2015 14:23:21 .4. - INPUT DATA: : Bar Size: 6 10.44 in2) Concrete Weight = 145.00 pcI Number of Bars: , 6.0 in 2.5 foot pier Wail Weight = 150.00 pot Steel Area (In'; Pier) = 2.64 ç. 60.00 ksi = 4.00 ksi Sos 0,75 g beta 0.85 - Importance Factor (1) 1.00 . E 29000 ksi - - E-0= 3644 ksi * = 0.40 S i'W.,, ' 0.360 x W (ASCE 7-05(12.11.1]) n = 7.96 Wind = 25.20 psf(LRFD) phi (bending) = 0.90 SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load . 370.0 plf 6.0 lb . ' 0.0 pif 0.0 lb Floor Live Load 0.0 plf 0.0 lb 0.0 p f 0.0 lb Roof Live Load 432.0 pIt 0.0 lb 0.0 pff 0.0 lb Snow 0.3 p11 0.0 lb 0.0 pIt 0.0 lb LOAD COMBINATIONS: - Per ASCEE 7-05 l2.3.2) Combination 1: - 1.40 1.400. Combination 2a; - ' 1.20 1.SL+0.5L, 1,200 1.600 0.500 Combination 2h: . 1.26'- 1.61 + 0.53 1,200 1.600 Combination 3e: - 1,20 + 1.6L, + fit. 1.200 0.500 1.600 Combination Sb: 1.26 1.8S fL 1.200 0.500 1.000 ConbinaUon 3c: 1.20 + 1.31-, 40.5W 1.200 1.600 0.500 Combination 3d; 1.20 + i.SS 4i 1.51A! 1.200 1.600 0.500 Coniibiiiittion 4; ' 1.20+ 1.01N fL + 0.51. 1.200 0.500 0.500 ornbinaln 4b: - 1.20+ lOW +1 t?__ +°5$ 1.201) 0.500 0.500 1.000 Corn bination5: • 0.2+ E.)0 + iL + 1.OE+6.25 t350 0.500 0.200 0o1-.hino1ion 1): 0.90 - 1.0W 0.000 i -1.01)0 Combination 7: 0.9 E,)D-1.OE Live Load Factor (1.0 or 0.5) (ASCE 7-0512.3.2) Exception 1) E 0.2ScsD 0.150 x0 (ASCE'f-05)i2.4.2i) Note: IIS.-<=0.125tnen6,=0) PANEL DIMENSIONS: - Height (Span) = 33.50 ft 05.. at Center Reveal Depth = 0.75 in Qstevi at Face Steel Depth = 575 @SteLi at Face Inside 413 Stirrups - Parapet Height 5.50 ft (or - " .75 in Parapet Thickness = 8.00 in - Left Opening Middle Pier (design) Right Opening Thickness = 8 inches 8.00 inches B inches Weight/sf = 1000 psI 160.0 pat 100.0 psf Full Opining / Pier Width = 0 feet 2.5 feet 7.5 feet 0.0 plf 250.0 pit 375.0 pIt Solid Panel Abovel 3 3. 5 feet - 23 feet 0 feet - 10.5 1CCI Li, c-ighlto top: Opening Opening HI: 0 feet 7.5 feet Height to btm' 0 feet 3 feet Solid Panel Below: 0 feel 3 feet 4 WISEMAN+ROHY Structural Engineers : - Carlsbad Oaks TILT-UP PROGRAM (ACI 315-11.14.83 ILOCATION: Building A. Pier 1-1/1-C.5 30 February 2015 (2012 IBC 12013 CBC / ASCE 7-10) j JOB NO: 15-014 .. 6110/2015 09:50:39 PANEL DIMENSIONS: Height (Span) = 33.50 ft Osteel at Center Reveal Depth 0.75 in ®steel at Face Steel Depth = 6.13 in Osteet at Face inside 3 Stir;ups -- Parapet Height = 5.50 ft Ooiner: 475 in Parapet Thickness 8.00 in Left Opening Middle Pier (design) Right Opening Thickness = 8 inches 8.00 inches • 8 inches WeightJsf = 100.0 psI 100.0 i6sf 100.0 psI . Full Opening; Pier Width = 7.5 feet S feel - . 75 feet 375.0 pll 500.0 p11 . . . . 375.0 ptf Solid Panel Above 23 feet 23 feet Height totop: 10.5 feet A 1-0.5 Opening Opening HI: 7.5 feet 7.5 feet Height to btrn: 3 feet . ,. 3 feet Solid Panel Below: 3 feet . . 3 feet Bar Size: 6 (0.44 inA2) Concrete Weight = 145.00 pci Number of Bars : 9.0 in 5 fool pier Wall Weight 150.00 pci , Steel Area (ln/ Pier) 3.96 in' '1= 60.00 ksi '= 4.00 ksi S = 0.75 g -. beta 0.85 Importance Factor (1) 1.00 E5 = 29000 ksi - 3644 ksi F=0.40S05 lW.,= 0.300 xW, (ASCE 7-05(12.11.1)) . n= . 7.96 Wind = 25.20 psi (LRFD) . . phi (bending) = 0.90 SERVICE LOADING: .- Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Unorm: Point: Uniform- Point: Dead Load 370.0 pif . 0.0 lb . . 0.0 pIt 0.0 lb Floor Live Load 0.0 plf 0.0 lb • , 00 plf 0.0 lb Roof Live Load 432.0 p11 0.0 lb ' 0.0 p11 0.0 lb Snow 0.0 ptf 0.0 lb - ... 0.0 p11 0.0 lb ~m LOAD COMBINATIONS: Per ASCE 7-05 [2. 3.21 0 1 L L. S E W ConbinaIicn 1: 1.40 1.400 ' Crnbinsticn 23: 1.20 + 1.6L + 0.5L, 1.200 1.600 . 0.500 Combination 2b: 1.20 + i.GL 0.58 1.200 '.. 1.600 Combination 31l: 1.20 + 1.6L. + tl_ . 1.200 0.500 1.6D0 Cmbintmon 3b: 1.20 + 1.65 +fL 1.200 0.500 - 1.600 Combination 3c: 1.20.F 1.I31.; + 0.51N 1.200 . . 1.600 .0.500 Conibinalion 3d: 1.20 lBS 4. 0.5W 1.200 . -. . - ., .0.500 Cnmbinaion 4a: '1.20 + 1.0W + iL + 0.5L1 1.200 0.500 0.500 1.000 Comhmnanimm 4b: 1.20 1 OW + 1I. 0.55 . 1.200 0.500 :..500. -. ' i.0100 Comoinason 5: -- (1.2 + E.,}D f.L !.OE '0.25 1.350 0.500. . -* -0200 1 000 Combination '3: 0.20 - 1.01A, 0900 . . -1.000 Combination 7: - (0.9- EV)D - iDE 0.750 0.5 Line Load Factor (1.0 or 0.5) (ASCE 7-05 {2.3.21 Exception 1) = O.2SD 0.150 xD (ASCE 7-05 112.4.211 (Note: If S 0.125 then 6, =0) . SUMMARY: Tension Vertical / phi-M, teL. / phi-tO,, Controlled Stress Combination 17 2.9%22.0%70.6%42.0% Combination 2a: 3.8% 22.3% 69.7% 38.6% Combination2b: 2.6%22.5%69.0%36.0% Como nation 3a 6 451. 21.9% t71 ' 443% Combination Sb: 2.6% 22.5% 69.0% 36.0% Combinauca Sc 34.5% 21.9% Combination 3d: 29.5%22.5%69.0%360% Combination da: 59.1% 22.3% 69.7% 38.6% Combination 4b: 57.1%22.5%69.0%36.0% Comnblnd Lion 5 -____22_1n _702%'105°b Combination6 53.1%23.2%66.7%27.0% Combination 7: 54.7%23%265.5%22.5% CHECK: _OK o .._._OK OK - Service Alternate 450 Load Combinations- .Deflection 2.68 in 2006 IBC Eq (16-18): 246 910 2006 IBC Eq (16-20): - 2.44 91.1% CHECK - OK j WISEMANi-ROHY Structural Engineers [PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACt 318-11.14.8) LOCATION: Building A, Pier 11-1I1-C.2Hi_01 February 2015 (2012 IBC 2013 CBC I ASCE 7-10) JOB NO: 15-014 8/1012015 09:51:16 • INPUT DATA: - Bar Size: 6 (0.441,1`2) Concrete 1Neight = 14500 pcI Number of Bars: 5.0 in 5 foot pier Wall Weight = 150.00 pci • Steel Area (ini Pier) z 2.20 in f, = 60.00 ksi - ,. _•; . f = 4.00 ksi = 0.75 g beta 0.85 ; Importance Factor (1) 1.00 E5 29000 ksi Ec 3544 ksi Fr = 0.40 Soc I W 0.300 xW, (ASCE 7_05 112.11.1i) ii = 7.96 - . Wind = 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) 19.50 It 0, steei at Center - * Reveal Depth = 0.75 in Osteei at Face Steel Depth 3.25 in Qsteei at Face tnside #3SrJrrups Parapet Height = 5.50 ft Qotier: 4.75 in Parapet Thickness 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weight/sf = 90.6 . psI 90.6 PSI 90.6 psI Full Opening,' Pier Width = 7.5 feet 5 feet 7.5 feet 339.8 p11 453.1 pIt 339.3 p11 - Solid Panel Above: 9 feel 9 feet Height to top: 10.5 feet 10.5 feet Opening Opening Hl: 7.5 feet 7.5 feet - Height to Win: 3 feet 3 feet elow: .3 feet 3 feet Eccentric Loads: (Eccentricity = .25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load - .370.0 p11 .. . 0.0 lb 0.0 pit 0.0 lb Floor Live Load. 0.0 piE 0.0 lb 0.0 p11 0.0 lb Roof Live Load 432.0 p11 0.0 lb 0.6 p11 0.0 lb Snow . 0.0 p11 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS: ____ ____________ Per ASCE 7-0512.3.2i 0 L. S 6 W CrnbinaUor. 1: 1.40 1 400 Cornona1icn 2a: , 1.21)- 1.6L + 0.5L, 1.200 1.600 0 500 Combination 2b: 1.20 1.6L 40.55 1.200 1.600 Combination 3a: . 1.204 i.6L. + tt. 1.200 0.500 1.600 Combination Sb: 1.20+ L5S 4 fL 1.200 0.500 1.600 I Combination 3c: 1.204 1.6L, + 0.510i 1.200 1.500 0.500 CombinaSon 3d: . 1,20'c 1.6S + 0.5W 1.200 1.60f 0.500 Combination 45: 1.20+ 1.0W f,L t 0.5L 1,200 0.500 0.506 1.000 COrnbii14Fice. 44: 1 20 + 1.0W - 1,1 + 0.5S 1.200 0.500 0.500 1.300 Combination 5: (1.2 + E.,ID IL 4 1.0E + 0.23 1.350 0.500 0.200 1.000 CombinatIonS: 10,91D -1.0W 0000 .1.000 Combination 7: (0.9 - E}D - 1.06 0.750 7000 .. f = 0.5 Live load Fa=r 11.0 cr0.5) (ASCE 75(2.3.2) Exception 1) - = 0.2S0 = 0.150 aD IASCE 7-05112.4.211 (Nct: Ii S 0.125 then E 0) Solid Panel B SERVICE LOADING: - •1' t. SUMMARY: . - Tension Verticat / phi-M,. M / phi.M, Controlled Stress Combination 1: 9.8% 60.5% 75.8% 30.1% Combination 2a: 12,6% 61.0% 75.2% 28.7% Combination 2b: 8.6% 61.9% 73.9% 25.6% Combination 3a 21.2% 591% 780% 8O% Combination 3b: . 9.6% 61.9% 73.9% 25.8% Combination Sc 64 3 P/r, 59.1% Combination 3d: 432% 61.9% 73.9% 25.5% Combination 4a: 61.0% 75.2% 28.7% Combination 4b: - . j _9.5% 61.9% 739/ 25.8% Combination 5: . 66.7% 60.9% 75.3% 29.0% Combination 6: 70.3% 64.0% 71.0% 19.4% Combinction 5 L 5O 6 2% 696% 16.1% CHECK:1. OK OK OK OK .. ServIce Alternate ASO Load Combinations: Deflection As 1.56 in 2006 IBC Eq(1618) 03 2006 IBC Eq (10-20): 0.10 6.1% CHECK: OK Service Alternate ASS Load Combinations: Deflection i•'. - 1.12 th ,s (in) 2006 I6C Eq (16-18): '0.05 2006 IBC Eq (15-20):' 0.04 3.3% 1 CHECK: 01< ~m • - a 0%. - F: WISEMANi-ROHY Structural Engineers J PROJECT: Carlsbad Oaks - TILT-UP PROGRAM (ACI 318-11-14.8) , LOCATION: Building A, Pier 1-1/1-C.2 Lo2 February 2ols(2012 IBC 12013 CBC (ASCE 7-10) • JOB NO: 15-014 8/1012015 15:56:09 INPUT DATA: Bar Size 6 (0.44 lnA2) Concrete Weight = 145.00 pcI Number of Bars 6.0 in 5 foot pier Wait Weight - 15000 pf Steel Area (In/ Pier) = 2.20 ir1 60.00 ksi 4.00 * * csi a S"' 0.75 g - . beta= 0.85 Importance Factor (1) 1.00 . Es 29000 ksi Ec = 3644 kst F,=0.40S00l tJ= 0.300 xW,, (ASCE 7-05[12.11.i}) . ..... 7.96 . Wind 25.20 psI (LRFD) . phi (bonding) 0.90 PANEL DIMENSIONS: . Height (Span) = 14.00 ft ., . . c Cin._r Reveal Depth= 0.75 in OStéeiatl'ace . Steel Depth = 3.25 in ' OStCeiat Face 1nsde43rrup .. ., Parapet Height = 25.00 ft Qolher:'. 4.75 in Parapet Thickness 7.25 in Left Opening Middle Pier (design) .. Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weighs1 = 90.6 psI 90.6 psI . - 90.6 psI Full Opening,' Pier Width = 7.5 feet 5 feet i 7.5 feet - 339.8 gIl 453.1 pu . .339.8 . gil Solid Panel Above: 3.5 leet . - 3.6 feet - Heigh! to lop: 10.5 feet - - 10.5 'feet Opening Opening HI: 7.5 feet 7.5 , feet Height tottm: 3 feet . . feet.. . Solid Panel Below: 3 feet . - ' 3 feel.. SERVICE LOADING: Eccentric Loads: (Eccentricity = - 6.25 in - Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 462.0 pil . 0.0 lb 370.0 p11 . 0.0 lb Floor Live Load 715.0 p1t . 0.0 lb . . 0.0 p11 0.0 lb Roof Live Load 0.0 p11 0.0 lb '- '432.0 gIl - 0.0 lb Snow 0.0 p11 0.0 lb ' . - 0.0 pIt 0.0 lb LOAD COMBINATIONS: Per ASCE 7-05[2.3.2] 0 L , 1.,. Combination 1: 1.40 .l-'c0 . . . Cornoinador. 2a: 1.20 + 1.61. +0.51., 1.2(30 Conibinefor 2b: 1.25 + 1.61 4 0.5S - - 1.200 IAIOOA 0.500 Combination 3a: '... t.20" I.K. tL 1,200 0.500, .. 1.600 .- Combination 3: 1.20 4,1-6S + fL 1.200 0.500 i.coo Combinetjon3c: 1.20i' 1.61+ 0.514N' 1.200 - ' " 1.600 ,' 0.501) Combination 3d: 1.20 1,6S 0.5W 1.200 ' . . 1.600 . . 0500 Combination 43: 1.20 + 1.OW'i- fL +0.51 1.200 0.500 0400, 1.1)1)5 CombinaiIon 4b' 1.20 + 1.0W 'i fL + 058 1.200 0.500 . 0.500 . - 1.000 ComL'ii4anioI 5: (1.2 + 6iD 1.1+ 1 O +-D. 2S 1.350 .0.500 0.200 1.000 Combination 6: Combination 7: -EJD -1.06 0,750 71,10A = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 75 (2.3.2] Exception 1) . = 0.2S,0 =0.150 x 0 (ASCE 7-05 (12.4.2) (Note: If S <00.125 then E. 00) = SUMMARY: Tension 'VerticaI I phi-M1, M I phi-M. Controlled Stress Combination 1: - 10.4% 51.5% 91.7% 66.1% Combination 2a 26.5% 49.8% Combination 2b: 26.8% 50.3% 94.3% 71.9% Combination 3a: 14.5% .0.6% 93.8% 70.7% Combination 3b: 15.0% 52.5% 89.7% 61.4% Combination 3c: 25.3% 51.5% 91.6% 65.9% Combination 3d: 24.0% 53.5% 87.6% 5&7% Combination 4a 47 NE 51 9% 90 q 134.3 X. Combination 4b: 46.6% 52.5% 89.7% . 61.4% Combination 5: 34.6% 51.0% 92.8% 68.5% Combination 6: 36.0% 57.0% 81.3% 42.5% Combination 7 21.3% 9 0% 75 m% .15.4% CHECK: OK OK OK OK SUMMARY: Tension Vertical Fv1 / Ph1Mr M / phi-M. Controlled Stress Cornbina(lon 1:20 41.6510 -44' 29 1 Combination 2a: 2.6% ' 42.5% 43.0% 25.8% Combination 2b: 1.7% 42.71,14 42.8% 25.0% Combination 3a: 4.4% 42.0% 43.6% 27.7% Combination 3b: ' 1.7% 42.7% 42.8% 25.0% Combination 3c: ' 33.2% 42.0% 43.6% 27.7% Combination 3d: 31.3% 42.7% 42.8% 25.0% Combination -a '-621%' 42.5% 43 0 ic 25.8% Combination 4b: 61 4% 42.7% 42.8% 25.0% çombination5; 49.0% 41.9% 43.7% 28.1% Combination 6; 60.3% 44.5% 41.0% 18.7% Combination 7 7 13 454t 4 40 1% 15.6% -- CHECK: OK OK OK OK Service Alternate ASO Load Combinations: Detection As_= 1.74 in AS (in) 2006 IBC Eq(1614) 092 529,G_ 2006 IBC Eq (16-20): 0.20 11.3% CHECK: OK - • [ - WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 148) LOCATION: Buiiding A, Pier 1-A'1-2.5 H1cJ3 February2015(2012 IBC/2O1SCBC/ASCE7-10) JOB NO: 15-014 8/1012015 13:22:11 INPUT DATA: •• - ., Bar Size: 6 (0.44 in2) CorlcreteWeight= 14500 pof -. Number of Bars: 3.0 In 3.4 foot pier Wall Weight = 150.00 pcI Steel Area (In! Pier) = 1.32 ini,r . f 60.00 k si f' = 4.00 ksi S= 0.75 g betas 0.85 importance Factor (I) = 1.00 E5 w 29000 ksi • Ec = 3644 ksi 0.40 S I W. 0.300 x W (ASCE 7-05[12.11.11' n = 7.96 Wind 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: . Height (Span) = 21.75 ft OSLecl at Center Reveal Dtpth = 0.75 in QStee at Face Steel Depth = 5.00 in *Steei at Face Inside 4'3 Stirrups Parapet Height 3.25 it OOther: 4.75 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 Inches WeighLsl = 90.6 psI 90.5 psI 90.6 psI Full Cpenifig I Pier Width = 7.5 feel 3.42 feel 7.5 feet 39.8 pif 309.9 oIl 339.8 p11 Solid Panel Above: 11.25 feet 11.25 feet • Height to top; 10.5 feet 10.5 feet Opening Opening Hi: 7.5 feet 7.5 feet Hight to btm: 3 feet 3 feet Scud Pari Below; 3 feat 3 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: . Uniform: Point: Uniform: PoInt: Dead Load , •, - 65.0 plf 0.0 lb • •• 0.0 p11 0.0 lb Floor Live Load. 0.0 pif 0.0 lb . 0.0 p11 0.0 lb Roof Live Load 'looc Of 0.0 lb 0.0 ph 0.0 lb. Snow 00 p11 0.0 ib 0.0 plf 0.0 lb - LOAD COMBINATIONS: Per ASCE7-052,3.2i . o L, S S W - C:ntbinaJior 1: 1.49 1.400 Conbiiiatior, 23; . 1.21)-1.61.4-0.5L, 1.200 160 0 500 Cotobinouco 2b:, . 1.29 + 1.61. 05S I 1.200 1.600 0.500 Conounaiian 3s: 1.20 + 1.61.. + fL . 1.290 0.500 1.600 Combination 3b: 1.20 1.65 fL 1.200 0.500 1.600 Combtnauon Sc; 1.20 1.61.. 0.541 1.200 1.600 0.500 Conoii'mion So: 1.20 1.6.S 0 SW 1.200 1 600 Combination a: 1,20 + 1.010i fit. - 0.51-1 1.200 0.500 0.500 1.000 Ccrnbinticn 4b: 1.20 1.0W 4 1 L + 0.55 1.200 -0.5:0 -.0.500 Combination S: . (11.2 + 5)0 + FL -"IE 0.2S 1.350 0.500 0.200 1 000 Comhinitiion 6: 10.90 . 1.0W . f 0900 -1 000 Combinalion 7: . c. 0.750 -. . coo -, •' 1 0.5 Live Load Fctr (1.00105) (ASCE 7-05(2.3.2)Exception 1) 0.2S0 = 0.150 x 0 fASCE 7-05 (12,4.2)) iNafe: ifS 0.l25themm E = 0) SUMMARY: Vertical M / phi-Ma .Tension kit phi-M0 Controlled Stress Combination 1: 3...33.4% 56.0% 70.7% Combination 2a: 10.2% 33.5% 55.9% 70.3% Combination 2b: 10.2% 33.6% 55.6% 69.5% Combination 3a: 5.5% 34.2% -. 54.6% 66.1% Combination Sb: 5.6% 34.6% 53.9% 63.4% Combination 30: 12.0%- 34.6% 53.8% 63.3% Combination 34: 12.1% 35.1% 53.1% 60.6% Combination 4a: 23.4% - 34.5% 54.1% 64.2% Combvtabon 4b 34.6% 539% 63.4% Combination 5 13.4% 33.4% Combination 6: 22.4% 37.9% 48.7% 45.4% Combination 7: - 11.9% 46.5% 37.9% CHECK: 01< OK OK OK Service A(Ic-rna(c- ASD Load Combinations: -- Deflection 11.12 . n A5 (in) 20061BCEq(1618) 005 46%' 2008 1 BC Eq (16-20): 0.03 .- 2.7% CHECK: OK I WISEMANi-ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION-'Building A. Pier 1-A'1-2.5 Lo4 February 2015 (2012 160 112013 CBC /ASCE 7-10) - JOB NO: 15-014 8/1012015 15:56:26 UT DATA: Bar Size: 6 (0.44 ir92) i Concrete Weight= 145.00 pci - Number of Bars: 3,0 in 3.4 foot pier ' Wail Weight = 150.00 pci Steel Area ((rt/ Pier) 1.32 in . 60.00 ksi f= 4.00 ksi'. SOS 0.75 g 'bete= 0.85 . . . Importance Factor (1) = 1.00 29000 ' ksi ' Ec 3644 ksi . F. -0.40 S10 I W., = 0.300 x W (ASCE 7-05 112.11. 11) . - n = 7.96 .• Wind = 25.20 psf(LRFD) , phi (bending) - 0.90 PANEL DIMENSIONS: Height (Sport) = 14.00 It . .- ,- . S a Center Ste . . Reveal Depth = 0.75 in Osteet at Face Steel Depth = 5.00 in ®steel at face Insic-a 3 50mps Parapet Height = 25.00 ft Qother: . 4.75 .In - S. Parapet Thickness 7.25 in Left Opening Middle Pier (design) . Right Opening Thickness = 7.25 inches 7.25 inches . 7.25 inches Wolgnt/sf= 90.6 psI 90.6 psI ' . 90.6 psi .. Full Opening /Pier Width 7.5 feel 3.42 feet ,'. ' . 7.5 feel 339.8 pit 309.9 pIt ' 339.8 p11 . Solid Panel Above: 3.5 feet . . 3.5 feet Height to top: 10.5 feet . . . p10.5 feet Opening Opening Ht: 7.5 feet . 7.5 ' feet Height to btm: 3 feet - . .. . . . -f 3 -feet Solid Panel Below: 3 feet . . . 3 feet SERVICE LOADING: Eccentric Loads: (Eccentricity = 6.25 - in Concentric Loads: Uniform: . . . Point: Uniform: Point: . Dead Load 2000 p11 00 lb 86 .0 pIT 0.0 Jo Floor Live Load 325.0 plf 0.0 Jo 0.0 p11 00 lb Roof Live Load 0.0 pit 0.0 lb , . . , .100.0 pit , 0.0 lb Snow 0.0 p11 0.01b - . ...' 0.0p11 . 0.0lb- LOAD COMBINATIONS: Per ASCE 7:05J23.2] 0 -L . - . L . S 6 W Ccmbinaiicn 1 1.40 i_..11.00 . . . Combination 2e: 1.2D 1.6L. + 0.51 4 1.200 1.600 Combination 2b: 1.20 1.81, 1.200 1.600 . 0.500 • Combination 3a: 1.213 - 1.OL, + ML 1.200 0.500 1.000. . Combination 3b: 1.20 + 1.63 iL 1.200 0.500 . .' • 1.600 COrithiniion Sc: 1.20 + 1.. 0.5W 1.200 - 6.500 Combination 35: 1.20 + 1.6S+ 0.5W 1.200 - . 1 01)0 0.50O Combination 4a: 1.20 4 1.0W + f1L (i.SL, 1.200 0.500 0.500 9 1.000 C;mnbinrtion 4b: 1.20+1.0W 4 f, 1. 0.5S 1.200 0.500- 0.500 . .. - 1.000 Combination 5: (1.2+)D+f.i.. tOE '-02S 1350 0.500 - 0.700 i.O00 Ccmbinalion 6: 0.90-1.0W 0.900 ' 000 Combination 7: 1(0.9- E)D - 1.06 0.750 ,. . = 0.5 Live Lead Factor (1,0 or 0.5:1 (ASCE 7-05 [2.3.2] Exception 1) 6, = 0.2S0 C) 0.150 x (ASCE 7.05(12.4.2]) (Note: IfS 0.i25 then 6, o0) INPUT DATA: Bar Size: 6 (0.44 In°2) Concrete Weight = 146.00 pcI Number of Bars: 5.0 in 4.7 foot pier Wall Weight = 150.00 pcI Steel Area (1n2/ Pier) 2.20 i n f, 60.00 ksi . . 4.00 ksi S= 0.75 g bete 0.85 - Importance Factor (1) 1.00 E 29000 ksi • E= 3644 ksi F, = 0.403 1 W. 0.300 xW,, (ASCE 7-05 [12.11.1) ii = 7.96 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) = 35.75 It -•. I.jSteeu ac.entr Reveal Depth = 0.75 in ®Steel at Face Steel Depth = 5.38 in at Face Inside /13 Stirrups Parapet Height 7 4.25 ft Oouier; 4.75 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 0 inches /.25 inches 7.25 inches Weight/sf = 0.0 psi 90.6 psi 90.6 psI Put Opening / Pier Width = 0 feet 4.75 feet 3.33 feet 0.0 P 430.5 ph 150.9 p11 Solid Pane) Above: 35.75 feet 28.25 feel Height to top: 0 feet 7.5 feet Opening Opening Ht: 0 feet 7.5 feet Height to btrn: 0 feet __•, 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity =6.25in) Concentric Loads; - Uniform: Point: Uniform: Point: Dead Load 85.0p11 0.0 lb 0.0 p11 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 100.0 p11 0.0 lb 0.0 plf 0.0 lb Snow 0.0p11 0.0lb 0.0phI 0.0 lb LOAD COMBINATIONS: Per ASCE 7-0512.3.2) Combination 1. 1AP 1 400 Cmbinticn 2a: , 1.20- l.&L 0.51., 1.200 1,600 0/100 Co___nation 2b:. 1.20 4 1.61.--0.5S 1.2-30 1.600 - Coonaton 3a: - 1.204 1.6L,+ 1.200 0.500 1.600 Cornbinstior. Sb: - 1.20 1.65 i,L 1.200 0.500 Combination Sc: 1.20 i. 1.61., + 0/1W 1.200 1.6c 0.503 Comhn14m3i' 1.20 +1.6S-0.5W 1.200 1.600 0500. Con1bnafun 4s: 1.20 + 1.0 + 0.51., 1.200 0.500 0.500 1.000 0ornba;a:icn4b: 1 20 +1.0W _i,L+0.55 (1.2+6)D+f1L +1:5 - 1.2000.500 - 0.500 1.000 Combina;ien5: _'' 1.3500.500 0.200 1.000 Combination 6: 1.0W 0.900 -1.000 Como)nafon7: (0.9 -E,)0- tOE 0.750 -1.000 = O5 Live Lead Factcr 1.0, c.r0.5 (ASCE 7-05[2.3.2] Exceuon 1) 0.25c.D 0.150 x (ASCE7-05t12.4.21)lNole: If 5:,,s <= 0.125 then S. - SUMMARY: ' , Tension 10, I phi-M_ M / ph: %.I. Controlled Stress Combination 07° 5.77% 77 Combination 2a: 0.9% 35.5110 44.6% 18.3% Combination 2b: 0.6%35.6%44.5%17.9% Combination 3a: p 1.6% 35.4% 44.8% 19.1% Combination 3b: 0.6% 35.6% 44.5% 17.9% Combination 3c.' 34.2% 35.4% 44.6% 19.1% Combination3d: 32.9%35.6%44.5%17.9% Combination 4a: 66.0% 35.5% 44.6% 18.3% Combination 4b:. .65.5%.35.6%44,5%17.9% Cornbination. 6%o:35.2%45.1%20.2% Combination6: 61.2%36.5%43.3%13.5% Combination 7 62 5 3/ 0%- 42 7 2 CHECK; OK OK OK OK service Ahomnale ASD Load Combinations: De0e-ction As 2.85 n A5 tin) 2006lSCEq(1618) 269 9% 2D06 IBC Eq (16-20): 2.58 90.1% CHECK:] OK SUMMARY Tension Vertical M., / phi-M,, M.,/phi-NI, Controlled Stress Combination 1 0.7% 326)c Combination 2a: 0.9% 33.0% 48.3% 19.4% Combination 2b; 0.6% 33.1% 48.2% 190% Combination 3a: 1.5% 32.9% 48.5%- Combination 3b: 0.6% 33.1% 48.2% 19.0% Combination 3c: 33.7% 32.9% 48.5% 20.2% Combination 3d: 32.4% 331% 48.29i: 19.0% Combination 4; 65.0% 33.0% 48.3% 19.4% Combination 4b: 64.4% 33.1% 48.2% 19.0% Comb netiom o 7-0 5'o 32.7% 48-82,10 211.3%, Combination 6: 00.1% 339% 45.9% 14.2% Combination 7 61.4%. 4F3-/ 11.9% CHECK: OK OK OK OK - Service Alternate ASD Load Combinations: Deflection r . - *. I ' 2.66 in 2006 lBC Eq (16-181: 281 981% 2006 l8C Eq (16-20): 2.70 94.4% CHECK , OK WISEMAN+ROHY Structural Engineers - - PROJECT; Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building A. Pier 1-AII-5.5 36 February 2015 (2012 IBC 12013 CBC I ASCE 7-10) JOB NO: 15-014 ' 9122/2015 10:16:27 INPUT DATA: 1 Bar Size: 6 (0.44;:n-12) Concrete Weight = 145.00 pct Number of Bars: 4.0 in 3.5 foot pier . Wall Weight 150.00 pcI Steel Area (InI Pier) = 1.76 in ' ç -, 601.00, ksi - . f=' 4.00 ksi S= 0.75 g '' ,' 'k be1a 0.85 Importance Factor (l)= 1.00 ," Es = 29000 ksi p.. 3644 ksi FQ.40SIW.= 0.300 xW, (ASCE 7-05[12.11.1J) ' rtr 7.98 Wind 25.20 psI (L RFD) phi (bending) 0.90 PANEL DIMENSIONS: . .. - . . Height (Span) = 35.75 ft bstee1 at Center Reveal Depth = 0.75 in Steel at Face Steel Depth = 5.38 in Ostee; at Face Inece 3 SOrrups ' Parapet Height = 4.25 ft Oother: 4.75 in Parapet Thickness = 7.25 in . Left Opening Middle Pier (design) Right Opening Thickness = 0 inches 7.25 inches . 7.25 inches Weightisf= 0.0 psf 90.6 - psI' , 90.6 psf Full Opening! Pier Width = 0 feet 3.5 feet' ., ' 3 feet 0.0 pIt 317.2 p11 •. 135.9 pIt Solid Panel Above: 35.75 feel . - 28.75 feet Height to too: C. feel ......... feet Opening Opening Ht: 0 feet . . . . feet Height to Min: 0 feet --. . •. ... . 0' lcd Solid Panel Belovr 0 feet - . . - 0 feet -. Load Floor Live Load Roof Live Load Snow Inc Loads: (Eccentricity= 6.25 k) Concentric Loads: -. )rm: Point: . - Uniform: Point: 65.0 ph . . 0.0 lb -- ; . 0.0 pIt 0.0 lb 0.0 pIt 0.0 lb - , 0.0 p1t i 0.0 lb 100.0 oIl 0.0 lb ' ' 0.0 p11 . O.Oph( 0.01 t. ' . .., 0.0p1 F 0.010, LOAD COMBINATIONS: Per ASCE. Combfrial(on 1: 1.40 1.400 Combination 2a: 1.20-r1.61,+0.5L 1.200 1.5C0 0.500 -. Comblnaiic.n2o: 1.21D 1.6L + 0.5S ' 1.200 . 1.600 - - ... 0.500 '. .. Cor.bination3a: 1.2D+ 1,6L+j.h. 1.200 . 0.500 .........600 . Combu:sticn 3b: 1.20 + 1.6S + f,L 1.200 0.500' r - . -, -1-600 Ccmclr.allen 3c; 1.20 1.61, 0.5W 1.200 4 2.1 600 - 0.500 Combination 3d: i.20' 1.55 + 0.5W 1.200 . '. ... . oso . . 0500 Cornbinaloii 4s: i1.2D + 1.0W + 0.5L, 1.200 0.500 , 050O - . . . ' 1.000 ' Cømbjnaton 4b: 11.20 1 0W +,L 0.5S 1.200 0.500 . . ' 0.5.30 - -.IN Combination 5: (1.2 . 1.08 + 0.2S f 1.350 0.500 ... . 0.200 1.000 CombincuonS: 0.50-1.0W rioc . ,.. . . . . - . .1.000 Combination 7: E (0.9 - .D1.0E 0.750 -1.000 - 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7'05 (2.3.2) Exaepton 1) - = 0.150 x (ASCE 7-05(12.4.21'(Nc4e: if 0.125 then E. = 0) 14 . - WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 -14.8) ILOCATION: Building A. Pier 1-A.3!1-6.7 - Febn.ar1 2015(2012 iBC / 2013 CBC(ASCE 7-10) JJOB NO: 15-014 8/10/2015 11:25:29 INPUT DATA: . Bar Size : 6 (0.44 in'2) Concrete Weigh,,= 145,00 pci Number of Bars: 6.0 in 5.1 foot pier Wet Weight = 150.00 pci Steel Area (inf Pier) 3.52 = 60.00 ksi - = 4.00 ksi S-= 0.75 g beia 0.85 Importance Factor(l)= 1.00 ' E5 29000 ksi Er- 3644 ksi - 0.40 S I W. = 0.300 xW, (ASCE 7-05 (12.11.11) n 7.96 • Wind = 25.20 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: Hc-ig fit (Span)= 38.00 It Osteci at center - Reveal Depth = 0.75 in ®Steel at Face - Steel Depth = 8.13 in Se at Face Inside 3 Surrups Parapet Height 2.00 ft Qo ii, er: 475 III Ponape Thickness = 10.00 in Left Opening Middle Pier (design) Right Opening - - Thickness = 10 inches 10.00 inches 10 inches ., Weight'sf= 125.0 psi 125.0 psf 125.0 psI Full Opening / Pier Width = 3.33 feet 5.17 feet 16 feet 208.1 p11 646.3 p11 1000.0 p11 Solid Panel Above: 30.5 feel 20 feet Tight to top: 7.5 feet 18 feet Opening Opening Ht: 7.5 feet 16 feet - Height to btni: C feet - 0 feet Solid Panel Below: 0 feet a feet SERVICE LOADING: EccentricLoads: _(Eccentricity =7.63in) ConcentricLoads: Uniform: Point: Uniform: Point.- Dead Load 403.0 gil ., 0.0 lb 0.0 ptf 0.0 lb Floor Live Load 0.0 gil 0.0 lb 0.0 p11 0.0 lb Roof Live Load 480.0 pIt 0.0 lb 0.0 pIt 0.1) it, Snow ' '' 0.0pIt 0.0 it) 0.0pIt j OThb LOAD COMBINATIONS: _______________________________ Per,ASCE7-0512.3,21 -. [ 0 , ___S EW Combination 1: . 1.40 1 400 Combination - 1.20+ 1.61- CCL, T 1.200 1.600 0 500 , Com tit rmflcri2o: 1.20 __-1.SL +0.5$ 1.200 1 t100 o.soo .- Combinasoi, 3a: • .. 1.20+ 1.6L+fL 1.20<.) 0.500 1.500 Comntjon 3tj:' . 1.21) + 1.6$ I.L 1.200 0.500 1.600 Combination Sc: 1.20 + 1.6L -0.5W 1.200 1.000 - 0.500 Cehinetico'34: __. .1.20 _lOS _0.5W 1.200 0.500 0.500 Cembinsion 4a: . - 11.20+1.0W _f.L+0.5L. 1.200 0.500 0.500 CornbinaUon4b:I Ii 20 1 01P,* _1A 40.SS 1.2000.500 ci _500 _i 000 Comhinaiicn5:- 11.2 E.10-+fL *1.06 _ 0.2S - 1.350 0-5c'A 0,200 1.000 Cornoir.aiion6: 0.90-1.0W o. coloo -1.000 Cc.moeation 7: tC.Y- EjD - tOE 0.750 -1.000 - . 1. 0.0 Lee Load Factor (i..3 010.51 (ASCE 7-0512.3.2] Exepiion 1) 0.150 x 0 IASCE 7-05 [12.4.2i) (Note: Ii $r <0.125 then 6- = 0) - SUMMARY: - . - Tension Vertical / ph,$il M, I Pt1iMr Controlled Stress Combination 1:' 3.6%27.1%490%41.2% Combination 2a: 4.6% 27.8% 48.2% 37.9% Combination2b: 3.2%27.9%47.5%35.4% Cor'rn nation 3a 7.8% 268 496 Combination 3b: . 3.2% 27.9% 47.50% 35.4% Combination Sc 'o 380 26.8'% "W- Combination3d: 33.2% 27.9%47.5%35.4% Combination 4a: 66.1% 27.5% 48.2% 37.9% Combination4b: 64.3%27.9%47.5%354' Combination 5: 27.3%48.7%39.8% Combination 61.5%29.2%453%26.5% Combination 665% __29%_44_2°o 22_1% CHECK: OK ' OK OK OK - , I. •' • ' - 4- Ser-ice Alternate ASO Load Combinations: Deflection = 3.04 in 2006 IBC Eq (15-16): 2.58 85.0% 2006 18C Eq (16-20): 2.83 - CHECK: OK I . WISEMAN+RONY Structural Engineers - PROJECT: Carlsbad Oaks I TILT-UP PROGRAM (AOl 318-I1 - 14.8) *LOCATION:Buiksing A. Pier@ 1-A.5/1-6.8 1.. February20i5(2012 113CI2013 CBC /ASCE 7-101' 'J JOB NO: 15-014 8/10/2015 11:22:44 - Bar Size: 6 (044 in02) Concrete Weight 145.09 pcI Number of Bars : 8.0 in 2.6 foot pier Wall Weight = 150.00 pcI Steel Area (ln'/ Pier) = 3.52 60.00 ksi ' 4.00 ksi S0 = 0.75 9 beta = 0.85 lmporter;ceFactor(i) 1.00 - Es = 29000 itSi •-Ec = 3644 ksi F 0.40 Sos I W, = 0.300 x W., (ASCE 7-05112.11.1]) . n= 7.96 Wind = 25.20 psf(LRFD) ., phi (bending) 0.90 PANEL DIMENSIONS: Height (Span) = 38.00 ft atcentcr' . . . Reveal Depth 0.75 in QStCe! at Face Steai Depth = 7.75 in ®Steel at Face Inside 5'3 Stirrups - Parapet Height 2.00 it Cother: -. 4.75 in Parapet Thickness = 10.00 in Left Opening Middle Pier (design) Right Opening Thickness = 10 inches 10.00 inches 0 inches Wc-ighiisl= 125.0 psI 125.0 psi . . , 0.0 psI Full Opening! Pier Width = 15 feet 2.67 feet 0 feel - 1000.0 p11 333.8 p1t .. -. 0.0 ptf Solid Panel Above: 20 feet * . 36 feet Height to top: 18 feet .• . 0 feet Opening Opening Ht: 18 feet .- . - . 0 feet Height to bun: 0 feet - . - 0 feet Solid Panel Below: 0 feet . .. - 0 fec-I SERVICE LOADING: Eccentric Loads: (Eccentricity 7.63 in) - Concentric Loads: Uniform: - . Point: Uniform: - Point: Dead Load Floor Live Load Roof Live Load Snow pIt 0.0 plf 480.0 pIt 0.0 pit 0.0 lb 0.0 lb j 0.0 lb • .....0.0 0.0 lb 0.0 p11 - 0.0 pIt p11 . ' . 0.0 p11 .0.0 lb 0.0 lb 0,0 lb 0.0 lb LOAD COMBINATIONS: ______________________________ Per AS' E75(2.3.2i . D . L . L, 5 . C Corbinnlioo ': 1 .40 1.400 Cornbinaion 2a: 1.20 • l.a + 0.5L 1,200 1.600 . 0.500 Combinziion2b: 1.20+1.614058 . 1.200 . 1.50(j, Ccmbini 3a: 1.20+1.61, +tL 1,200 0.500 , '- . -150. , Combination 3b: 1.2041.65+ fL 1.200 0.500 . ' - ,1.600 CombinUc.n 3c: 1.20 4. 1.6L.+0.5W 1.200 . - ,• . 0.500 Comomation 3d: - 1.20 + los 0.3W ,- 1.20 • . •.,. . . .. 1.600 0.500 Cornbina:ion 4a: 1.2-0 + 1.01A, 0.51, 1.200 0.500 0.500 ', . 1.000 Combialioi'4b: 1.20" 1.OW+f,L 0.5S 1700 0.500 . ......0.500 . . 1000 Combination 6: f1.2 • 6,10 4 11 .0E 0.2S 1.350 0.500 . 0.200 1.000 Combination S: 0.90 - 1.0W . • 0.900 . " . -1.000 Cunnbination 7: t0. - EJD - iCE 0.750 . . . . = 0.5 Live Load Factor (1.0cc 0.5) (ASCE 7-0512.3.21 Exception 1) ' = 0.2S1) 9,150 x0 (ASCE 7-05 (1 2.4.21) fNote: lfS 0.125 (hen E"01 - SUMMARY: Tension V' / phi-M, M0, f phi-M., Controtted Stress Combination 1: 3,1% 17.0% 93.1% 55.3% Combination 2a: 4.0% 17.2% 92.0% 51.0% Combination 2b: 2.7% 17.3% 91 0% 47.4% Combination 3a; 68% 169, t5ii' Combination 3b: 2.7% 17.3% 91.0% 47.4% Cumbiiaion3c 33.9% 169'o Combination 3d: 290% 17.3% 91.0% 47.4% Combination 4a: 58.2% 17.2% 92.0% 51.0% Combination 4b: 562% 17.3% 91 13% 47,4% Combination j 598% - 17A% 92.6% 53 3% Combination 6: 52.8% 17.9% 87.9% 35.6% Combination 7 92 7°c .86.3% 29.6% CHECK: OK OK OK 01< Service Abc-mate ASD Load Combinations: Deflection - 3.04 _(in) 2006IBCLq(16 18) 297 - 2006 IBC Eq (16-20): 2.83 92.9% CHECK: OK S o 1 ( j II 121 : Art ::;.:.:: .. _CSzJ! I J çjr ur I K I21 1YII y u I. - 1 - -: ; . ... ; '71 I - ---- '- ' L . . lAIti EEV,IO,Iji(I..l.!i) - - ----- fir A 14. - I 114t- e r I Vj1 J V I / V J - / - N I Im LN - . .. .:___•I2j) (0 Service Alternate ASD Load Combinations: Deflection - •:. ' 1 • - -. .t*rnc 2.86. III - ic(in) 2006 IBC Eq(1610) 275 198J% 2006 IBC Eq (16-20): 1.43 50.0% CHECK: OK - 4 44 a A WISEMAN+ROHY Structural Engineers [OJECT: Carlsbad Oaks TILT-UP PROGRAM [ACI 318-11 -14.8) jLOCATION: Building A, Pier 1-5/1-N.5 40 February 2015 (2012 IBC 12013 CEIC !ASCE 7-10) j JOB NO: 15-014 811012015 16:10:49 INPUT DATA: Bar Size: 6 (0MinA2) Concrete Weight 145.00 pcf Number of Bars: 8.0 in 2.6 foot pier - Wall Weight= 150.00 - pcf Steel Area (In2! Pier)= 3.52 in' TY = 60.00 ksi- . ..I f 4.00 ki S 0.75 (• . .' ' beta 0.85 * Importance Factor (l)= 1.00 . . '" E5 29000. ks .3644 ksi . . F= 0.40 SlW.= 0.300 xW. (ASCE 7-05112.11.1)) n 7.96 . Wind = 25.20 pst (!-RFD) . . phi (bending) = 0.90 PANEL DIMENSIONS: . . Heigh! (Span) - 35.75 ft . . .-. =e ------t - n L----- Li L cr -... . . . Reveal Depth = 0.75 in - CSteel at Face - . . . . Steel Depth 7.00 in Stec-4 at Face lnse C3 Stirrups ' Parapet Height = 3.25 ft Qotrier: •. 4.75 In Parapet Thickness = 9.25 in . Left Opening Middle Pier (design) . Right Opening - Thickness = 9.25 inches '3.25 inches 9.25 Inches WeightIsl= 115.6 psf 115.6 psf - 115.6 . psI Fuji Opening / Pier Width = 0 feet 2.67 feet i4.67 feet 0.0 plf 308.7 Of $48.1 plf - Solid Panel Above: 35.75 feet 12.75 feet Height to top: 0 feet 23 feet Opening Opening Ht: 0 feel - 23 feet Height to btm: C) feet - ' 0 feel Solid Panel Below: 0 feet . - -• 0 feet SERVICE LOADING: Eccentric Loads: . (Eccentricity 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 510.0 plf .. .. 0.0 lb - 0.0 plf -. • 0.0 lb Floor Live Load 0.0 plf . .0.0 lb - .. ,0.0 pif , 0.0 lb - Roof Live Load 600.0 pIt 0.0 lb . 0.0 pIt - 0.0 lb Snow 0.0 PIf 0.0 lb 0.0 plf 0.0 lb LOAD COMBINATIONS: Pe1A8C07-0512.3.21 ED - 14 . S . E - W Combination 1: 1.40 1.400 Coinbinwjc.n 2: 1.20 1.61. + 0.5L, 1.200 / 1.600 , 0.500 Combination 2o: 11 20' 1.61. 0 5S 1.200 1.600 Combination 32: 1.20 * 1...44 + t.L .. . 1.200 . 0.500 m.CCC Cormmbinaticn Sb: 1.20 + 1.654 fL 1.200 - ,'0.500 . 1.600 . - - Combinetcn3c: 1.20+1.6L4 .0.51A' 1.200 - - .1600 ,- - 0.500 Combinaiton 3d: 11.20+ 1.6S 0.5W 1.200 1500 0.500 Con1L'in050n6a: 1.2D+ 1.014 4 11L + 0.5L4 - 1.200 0.500 0.500 ' .1.000 Combination 4b: 1.20 + 1.01.1v 4 IL + 0.55 1.200 - 0.500 0.501) - 1 OttO Combination 5 11.2 + - ft. + 1.OE 0.2S 1.350 0.500 . 0.200 1 1.000 Combination 6 0.90-1.0W 0.900 . . . . 71.000 Combination 7: . 10.9- E}0- 1.09 0.750 1 0.5 Live Loa Factor (1.0 or 0.5) (ASCE 7-115 Exception 1) 6. 0.2SD = 0.150 XD (ASCE 7-00 112.4.2];. (Now: if S1:. 0.125 Ihen E= 0) -- =n- SUMMARY: _4f . Tension Verticat M4 I phi-M, M I phi-M, Controlled Stress Combination 1- - 3.5% 16.8% 100.3% 49.8% Combination 2a: 4.4% 16.9% 99.6% 47.3% Combination 2b: 3.0% 171% 98.4% 42.7% Combination 3a 7.5% 16 5c Combination 30: 3.0% - 17.1% 98.4% - Combination 3c 333% 16.5% Comhira1i0r13d- 27.4% 17.1% 98.4% 42.7% Combination 4a: 169/a 996% 473% Combination 4b: 52.9% 17.1% 98.4% 42.7% Combination 5: 1 37.3% 16.9% 99.8% 48.1% Combination 6: 49.6% 17.5% 95.5% 32.0% Combination 7 32.5% 17/% 941% 267% CHECK: OK OK NO GOOD OK SUMMARY: 0 Tension Verllcai - M, 1 phi-M0 Mc, / phi-M, Controlled Stress Combination 1: 3.9% 28.6% 52.7% 32.7% Combination 2a: 5.0% 28.9% 52.2% 30.6% Combination 2b . 3.4% 29.2% 51.5% 28.0% Combination 3a 8.3% 28.1% 53 7 364% Combination 3b: 3.4% 29.2% 51.5% 28.0% Combination 3c 408°c 28. 1% 537% Combination 3d: 332% 29.2% 51.5% 28.0% Combination 4a: 67.1% 28.9% 52.2% 30.6% Combination 4b: 64.0% 292% 51.5% 28.0% Combination 5 736/0 26.7% 52.4% 31.5% Combination 8: 59.2% 30.2% 49.7% 21.0% Combination 7: . 63.0% 46.7% 17.5% CHECK: OK OK OK OK .1 . Service Alternate ASD Load Combinations: De8ction = 2.86 As (jr.) 2006 IBC Eq (16-18): 2.69 94.2% 2006 IBC Eq (16-20): 2.86 99: CHECK: OK 11 - vvIor.ivrun i ojxucwrej engineers i: 1..er.sucio uaiss I TILT-UP PROGRAM (ACI 318-11 - 14.8) ILOCATION: Building A. Pier 1-5/1-N 41 :1. February 201-3 (2012 IBC / 2013 CBC / ASCE /-10) JOB NO: 15-014 8/17/2015 . 15:16:24 .. INPUT DATA: Bar Size: 6 (0.44 nA2) Concrete Weight= 145.00 pci :.:( Number of Bars: 6.0 in 4.5 foot pier Well Weight = 150.00 pcI Steel Area (In'/ Pier) = 2.64 f = 60.00 ksi • . f0= 4.00 ksi S = 0.75 g beta 0.85 Importance Factor (I) 1.00 E5 = 29000 ksi • - 0 Ec 3644 ksi F =0.40 SDS lW 0.300 x W,,.(ASCE 7-05112.11.1)) n 7.96 Wind = 25.20 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: Height (Span) = 35.15 ft OSteel at Center Reveal Depth = 0.75 . in *.Steel at Face - ..• Steel Dopui = 6.13 in ""-'Steel at Face Inside 143 Stirrups 0 Parapet Height = 4.25 ft C)ot.er: 475 in O Parapet Thickness = 800 in ______- • - Left Opening Middle Pier (design) Right Opening Thickness = 8 inches 8.00 inches 8 inches Weightisf= 100.0 psI 100.0 psi 100.0 psI Full Opening / Pier Width = 7.5 feet 4.5 feet C feet * 375.0 p11 450.0 p11 0.0 p11 O Solid Panel Above: 25.25 feel 35.75 feet Height to top: 10.3 feet 0 feet Opening I Opening HL 7.5 feet 0 feet Height to btrn: 3 feet 0 feet Solid Panel Below: 3 feet 0 feet SERVICE LOADING: - Eccentric Loads: (Eccentricity 6.25 in) - Concentric Loads: Uniform: Point: Uniform: Point: Dead Load .510.0 p11 0.0 lb 0.0 p11 0.0 lb Floor Live Load . 0.0 p11 0.0 lb 0.0 p11 . 0.0 lb Roof Live Load 600.0 p11 0.0 lb 0.0 p11 0.0 lb Snow • 0.0 p11 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS: Per ASCE 705 12.3.21 - j 0 L L, S 6 W Combination 1: 1.40 1 1.400 Combination 2a: 1.20 + 1.6L + 0.5L, 1 1.200 1.000 0.500 Comhiriiin 2h . 1.20 13L - 0S 1.200 1.600 0.500 Combinatior3e: 1.2D + f1L 1.200 0.500 1 600 Combinason So 1.2D 1.6$ +fL 1.200 0.500 1.600 ornbination Sc: ., 1.20 1.6L + 0.5W 1.200 1.600 0.500 Combination 3d: • 1.20 i.6S * 0.5W 1.200 1.500 0.500 CombuioUon 4a: 1.20 + 1.0W + i.L + 0.51., 1.200 0.500 0.500 1.000 Ccrnbinaticn 4b: 10 + 1.0W + 11L 0.5$ 1.200 0.500 0.500 000 Conibirmiion 5:' (1 2 r EJD IL 100E 0 2S 1.350 0.500 0.200 1 000 cciibir.zi1ion 6: - ., O.9D - 0.900 Combination 7.. - (0.9- E.JD- 1.06 0.750 -1.000 - • = 0.5 Live Load Factor or 0.5) (ASCE 7-05 (2.3.21 Exceptk,n 1) = 0.2SD 0.150 XD (ASCE7-051i2.4.2fl(Noi: 1 S<O.i25 thenE=0) . SUMMARY: Tension Vertical / phi-k),, M, ' phiMn Controlled Stress Combination 1: 3.4% 20.5% 76.7% 39% Combination 2: 4.4% 20.7% 76.0% 37.4% Combination 2b: 1 3.0% 20.9% 75.2% 34.2% Combination 3a 74% 202% 77$% iJ 445% Combination 3b: 3.0% 20.9% - 75.2% Combination 3c 35.4% 20.2% Combination 3d: 26.7% 20.9% 75.2% 34.2% Combination 4a: 58.0% 20.7% 76.0% 37.4% Coirtination 4b: 55.3% 20.9% 75.2% 34 2% - Combination.-'): 62% 20.6% 76.3% 38.5% Combination 6: 1 50.9% 21.4% 72.9% 25.6% Combination 7 5-3.3% 21 7% 71.8% 21 cHEcK:j OK OK OK 01< Service Alternate ASD Load Combinations: Deflection 2.86 in p - . . A; (in) 2006 Eq (16-18): 2.77 . 97,0% 2006 I9C Eq (16-20): • 2.84 - CHECK: OK 4 - - WISEMAN+ROHY structural Engineers PROJECT: Carlsba0 Oaks TILT-UP PROGRAM (ACt 318-11 - 14.8) LOCATlON: Building A, Pier 1-511-M.5 42 February 2015(2012 IBC /2013 CBC / ASCE 7-10) . JOB NO: 15-014 . 6/10/2015 10:29:05 * INPUT DATA: Bar Size: 6 (0.44 inA2) Concrete Weight = 145.00 pc! Number of Bars : 12.0 in 6 foot pier Wall Weight = 150.00 pci Sleet Area (inI Pier) = 5.28 in, f = 6000 ksi - - 4.00 ksi S= 0.75 9 beta= 0.95 Importance Factor(l) = 1.00 E 29000 ksi - E= 3644 ksl Fr. 0.4D SOS tW. 0.300 XW (ASCE 7-05[12.11.1]) n 7.96 Wind = 25.20 psf (LRFD) phi (bending) 0.90 SERVICE LOADING: EccentricLoad Uniform: Dead Load 510.0 pit Floor Live Load 0.0 pit Roof Live Load 600.0 plf Snow 0.0pIt = 6.2 in) Concentric Loads: Uniform: 0.0 lb 0.0 plf 0.0 lb 0.0 pif 0.0 lb .0.0 pif 0.0 lb • 0.0 ph Point: 0.0 lb 0.0 lb 0.0 lb 0.0 lb LOAD COMBINATIONS: - PerASCE7-0512.3.2j C .L . _I., E W Combination 1: 1.40 1.400 .. Combination 2a: 1.2D 1.0-L +0.SL 1.200 1.600 - 0.500 Ccmbnation2b: 1.2D -1.6L+0.55 1.200 __1.600 _... _0.500 Combination 3a: 1.20 + 1.6L, + LL 1.200 . 0.500 1.600 Combination 31y 1.20 + 1.6S+fL 1.200 0.500 1.600 Combinticn 3c: 1.20 + 1.&L. 4 0.5W 1.200 . 1.600 . • 0.500 CombinatIon3d: 11,2D +1.650.5W 1.20 .- _.1.600 . __-aeon Combination 4a: 1.20 + 1.0W + fL - 0.5L 1.200 0.500 0.500 . 1.000 Cmbinaiion-Ib: 1.20 +1.0W+f.L-1,055 1.2000.500 0.500 -1.00•0 onibintion5: 11.2E.1D +fL +1.08 - ....25 .•• 1.350 0.500 _.0.200 1.000 Combination ii: 0.90-1(1W Cmrthination 7: D.9 - 6_iD - iDE 0.750 . -1.000 1, 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 (2.3.2] Exception i 0.150 x0 (ASCE 7-05(12.6.2))tNc.le: if S_. =0.125 men E=0) - PANEL DIMENSIONS: Height (Span) = 35.75 ft Qsteei at Center Reveal Depth = 0.75 in ®Steel at Face . SiSCI Depth z 6.13 in QSteei at Face inside 93 Stirrups Parapet Height = 4.25 )Othel- 475 in Parapet Thickness = 8.00 in . -. Left Opening Middle Pier (design) - Right Opening Thickness = 8 inches 8.00 inches 8 inches Weight/Sf- 100.0 psi 100.0 psf . 100.0 PSI` Full Opening / Pier Width = 7.5 feet 6 feet 7.5 feet 375.0 pu f 600.0 plf 375.0 pit Solid Poel Above: 25.25 feet 25.25 feet Height to top: 10.5 feet .,- 10.5 feet Opening Opening Ht: 7.5 feet . . 7.5 feet Height tobtrn: 3 feet . ... 3 feet Solid Panel Below: 3 feet 3 feet WISEMAN+ROHY Structural Engineers 1 PROJLC1 Carlsbad Oas TILT-UP PROGRAM (ACt 316-11 -14.8) jLOCATION: Building A, Pier 1-4!1-J.5 Higi43 FebrL. y 2015 (2012 IBC 12013 CBC / ASCE 7 10) 15-014 8!1 0,12015 160426 . .1'. INPUT DATA: Bar Size: 6 (0.44 inA2) Concrete Weight = 145.00 pcI Number of Bars: 3.0 in 2.6 foot pier Wall Weight 160.00 pet Steel Area (In/ Pier) 1.32 in f•1 = 60.00 ksi f= 4.00 ksi SLS 0.75 g beta = 0.85 Importance Factor (1) 1.00 E5= 29000 ksi çEc 3644 ksi 0.40 S I W. = 0.300 x W. (ASCE 7-05 [12.11.Ill) ri = 7.96 Wind = 25.20 psi (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) = 21.75 ft 4-" Steel at Center Reveal Depth 0.75 in Osteet at Face Steel Depth 5.00 in ®Steei at Face inside 43 Stirrups Parapet Height = 3.25 it Qother: 4.75 in - Parapet Thickness 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weight/sf= 90,6 psI 90.6 psf 90.6 psI Full Opening/Pier Width 0 feet 2.67 feet 14.67 feet 0.0 pIt 242.0 pIt 664.7 pit - Solid Panel Above: 21.75 feet . 12.75 feet Height to top: 0 feet 9 feet .0p0iiing Opening Ht: 0 feet 9 feet Height to btrn: 0 feel (11 feet Solid Panel Below: 0 feet 0 feel SERVICE LOADING: Eccentric Loads: . (Eccentricity 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load '1700 p11 0.0 lb 0.0 plf 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 200.0 plf 0.0 lb 0.0 p11 0.0 lb Snow - 0.0 p11 0.0 lb 0.0 plf 0.0 lb LOAD COMBINATIONS: . Per ASCE 7.0512.3.21 0 L L S E W Combinaior, 1: '1,40 - 1.400 Combination 2o: 1.20 1.61 + 0.51, 1.200 1.000 0.500 * Combination 2b: 11.20 ' 1 41 '0 CS 1.200 1.600 0.500 Combination 3a: 1.20 + 1.61., - IL 1.200 0.500 1.600 Combination 3b: • 1.2D + 1.65+ t1L 1.200 0.500 1.600 ornbination Sc: 1.20 + 1.61, + 0.5W 11121) 1.200 1.600 0.500 Combination 34: + lOS * 0.51A, 1.200 1.600 0500 Combination 42:. 1.20 + 1.0W + fl + 0.5L. 1.200 0.500 0.500 Coj'nbinatio,i 4b: '1.20 + 1.0W f,L + 0.5$ 1.200 0.500 0.500 1.000 Cctnbinatmn 5 . - 0)0 tI + 1.0E 0.25 1.350 0.500 0.200 1000 Cornbtnatlon 6: 0 1.0W 0.000 - -1.000 Cornbini:on 7: 0.9 - E,.)D . 1.00 0.750 . .1 r = 0.5 Live Lcti Factor (to or 0.5) (ASCE 7-05 (2.3.22 Exception V. 0.2S+ D ' 0.150 aD (ASCE 7-05 11 2.4.2)) (Note: 1? S 0.125 (hen 0. 0) -=- SUMMARY: . . Tension Vertical M / phi-Me M, / phi-M. Controlled Stress Combination 1: 3.7% 33.2% 56.3% 37.2% Combination 2a: ,, 4.8% 33.8% 55.4% 33.9% Combination 2b: 3.3% 34.1% 54.8% 31.9% Combination 3a 8.1% 33.1% Combination 3b: .3.3% 34.1% 54.8% 31.9% ComoinaLon 3 347% 33.1% Combination 3d: 39.9% 34.1% 54.8% 31.9% Combination 4a 61 9% 338% 55 33 90 Combirtation4b: 59.7% 34.1% 54.8% 31.9% Combination 5: 50.4% 33.4% 55.9% 35.6% Combination 6: 57% 35.4% 52.5% 23.9% Comb nation 7 474% .36"l% 51.4% 199% CHECK: OK OK OK OK Service, Alernae ASD Load Combinations: Deflection 1.74 in 20I6lBCEq(1616) 113 650% 2006 IBC Eq (16-20): 0.59 33.5% CHECK: OK WISEMAN+ROHY Structural Engineers J PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 -14.8) LOCATION: Building A. Pier 1-411-J.5 Low44 February 2015 (2012 IBC /2013 CBC I ASCE 7-10) JOB NO: 15-014 6/10/2015 16:05:42 INPUT DATA . Bar Size 6 (0.44 in 2) Concrete Weight -. 145.00 pci Number of Bars: 3.0 in 2.6 foot pier Wall Weiht 150.00 pcI Steel Area (In"' Pier) = 1.32 in' - ç = 60.00 ksi - ' f = 4.00 ksi - = 0.75 g bets = - 0.85 Importance Factor (1) 1.00 . E= 29000 ksi E 3544 .ksi F0.40SiW 0.300 xW, (ASCE 7-05112.11.1J) n- 7.96 Wind = 25.20 psI (LRFD) - - phi (bending) 0.90 PANEL DIMENSIONS: ' Height (Span) 14.00 it r'. , ,c-el & Con, er Reveal Depth 0.75 in OSteel at Face - Steel Depth = 5.00 in ®Steei at Face inside 3 Stirrups Parapet Height = 25.00 h Oother: 475 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) . . Right Opening Thickness = 7.25 inches 7.25 Inches , 7.25 inches Weighlfsf = 90.6 psi 90.6 psI ' 90.6 psi Full Opening /Pier Width = 0 feet 2.67 feet * 14.57 feet 0.0 p11 242.0 p11 . 664.7 - Of Solid Panel Above: 14 feet ' -9 . feet Height to lop: 0 feet -. . 23 feet Opening Opening Ht: 0 Ic-ct - 23 feet ' Height to btm: 0 feet - . ' 0 feet Solid Panel Below: 0 feet . . . 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity = 6.25 in) . Concentric Loads: Uniform: Point: . - -. Uniform: Point: Dead Load Floor Live Load Roof Live Load Snow 600.0 pit 975.0 p11 0.0 p11 - 0.0 plf .0.0 lb . 0.0.11).' - 0.0 lb .0.0 lb . - 170.0 p11 ' . 0.0 pIE 200.0 p11 0.0 gIl - . 0.0 lb 0.0 lb I 0.0 lb . 0.0 lb LOAD COMBINATIONS: Per ASCE 7-05 [2.3.21 • 0 L: L, S 8 W Combination 1: 1.40 1.400 Con'.binlion 2a: 1.20 + 1.6L + 0.51., 1.200 • 1.600 .0.5013 Combina6on 2h: 1.213 + 1.6L + 0.5S 1.200 . 'lOC CO,iibiflaiien 3a: 1.20 + 1.6L, + 11L 1200 0.500 1.000 Con ou tor Sb 2D + 1.6S + ix 0.500 1.600 4 Combination Sc: 1.20 + 1.61., + 0.5W 1.200 . ' . .1.000 ' .0.500 Corsbinticn 3d: 1 20 -.1G 5 + 13 SIN . 1.200 1600 ., .0.600 Combination 4a; 1.20 + 1.0W + J,L + 0.5L4 1.200 0.500 .' 0.500 . 1.000 Combination 4b: 1.30 4 1.0W i.t. + 0.SS 1.200 0.500 . . . o.soo 1.000. Combintion5: (12+ E)0 10E02S 1.350 . 05013 - 0.200 1.000 Cornbiil5tiOfl 6: 0.9D- 1.001 0.900 - - . . -1.13130 Combination?: O.9' f-, - 1.013 -- 0.750 • -1.000 = 0.5 Live Load Factor (1.0 or 1.5) . (ASCE 7-05 (2.3.2] Exception 1) 0.2S 0.150 x 0 (ASCE 7.05 (12-1.2]) (Note: Ii S <0.121- then 6, 0) -. SUMMARY: Tension Vertical M,! phi-Ni, M. / phi-M,1 Controlled Stress Combination 1: 11.5% 29.2% 65.1% 67.7% Combination 2a 28.7% 26.8% Combination Pb-28.9% 27.0% 71.3% 89.2% Combination 3a: 16.2% 28.5% 67.0% ' 74.21,,o Combination 3b: 16.6% 29.2% 65.1% 67.8% Combination 3c: 15.8% 29.60,,c 64.2% 64.4% Combination 3d: 15.9% 30.4% 62.3% 58.0% Combination 4a: 29.4% 29.0% 65.7% 69.8% Combination 4b: 29.5% 29.2% 65.1% 67.8% Combination S .3&frd(%i 28.4% 672% 750% Combination 6: 24.9% 32.3% 58.1% 43.5% Combination / 0 9% 3 4% 56.1% 36.3% CHECK: OK OK OK .0K Service -. Alternafe ASD Load Cornbina1icis: . Deflection . - 4 = . -1.12 in - - AS (in) 2006 iBC Eq (16-18): 0.21 - 19.1% . 2006 IBC Eq (16-20): 029 261% CHECK: OK SERVICE LOADING: Eccentric Loads: (Eccentricity = 8.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 3Q9 p11 ... . .0.0 lb ' 0.0 p11 0.0 lb Floor Live Load 0.0 pt1 0.0 lb . 0.0 p11 0.0 lb Roof Live Load . 425.0 pIE 0.0 lb 0.0 p11 0.0 lb Snow 0.0 p11 0.0 lb 0.0 pIt 0.0 lb • SUMMARY: Tension Vertical M/ phi-M, kt / phi-M, Controlled Stress Combination 1' 2.7% 18.6% 88.6% 46.8% Combination 2a: 3.5% 18.8% 87.7% 43.4% Combination 2b: 2.4% 16.9% 86.8% 40.1% Combination 3a 5.9% 18.4% Combination 3b: 2.4% 18.9% 86.8% 40.1% Combination 3c 33 8 184 Combination 3d: 29.3% 18.9% 86.8% 40.1% Combination 4a '58 90, 18 8% 87.7% 43.4% Combination 4b: .. 57.1% 18.9% 86.811/0 40.1% Combination 5.39.5% 18.7% 86.2% 45.2% Combination 6' 53 9% 19.4% 84.1% 30.1% Combination 7: 34.9% 82.8% 25.1% - CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflection 4 = 2.84 in 2006lBCEqu16-181 283 2006 IBC Eq (16-20): 1.39 49.0% CHECK: .OK. 0 . -.. WISEMAN+ROHY Structural Engineers ]ECT: Carlsbad Oaks TILT-UP PROGRAM (AC1 318-11.14.8) ILOCATION: Building A, Pier 1-3/1-H 45 .February 20l5(2012 BC 12013 CBC/ASCE 7-10) .-. JOB NO: 15-014 81102015 15:36:35 INPUT DATA: Bar Size: 6 (0.44 in2) Concrete Weight = 145.00 pcI - Number of Bars: 7.0 in 2.6 foot pier - Wail Weight = 150.00 pcI Steel Area'(In / Pier) = 3.008 60.00 ksi ? = 4.00 ksi S 0.75 9 beta = 0.85 Importance Factor (I) = i.00'.E5 = 29000 ksi E0 = 3644 ksi F= 0.40 Sm i W, 0.300 x W0, (ASCE 7-05 (12.11.1]) n = 7.96 Wind = 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: . Height (Span) = 35.50 ft oS "enter - - Reveal Depth = 0.75 in Osteet at Face - - Steel Depth = 7.00 in ®Steel at Face Lnside #3 Stirrups Parapet Height = 3.50 ft Oottier: &;'s in Parapet Thickness = 9.25 in Left Opening Middle Pier (design) Right Opening Thickness = 9.25 inches 9.25 inches 9.25 inches Weightisf= 115.6 psI 115.6 psI 115.6 psI Full Opening i Pier Width = 0 feet 2.67 feet 14.67 feet 0.0 Of 308.7 p11 848.1 Pit' Solid Panel Above: 35.5 feet 12.5 feet Height to top. 0 feet 23 feet opening Opening Ht: 0 feet 23 feet Height to btrn: 0 feel 0 feet Solid Panel Below: 0 feet . 0 feel LOAD COMBINATIONS: Per ASCE 7-05 12.3.21 0 L L, $ T E Combination 1: : 1.40 1.400 Combination 2a: ' 1.20 + 1.61 + 0.5L. 1.200 1.600 0.500 Cornbinøtion 2b: 1.20 1.61 + 0.5S 1.200 1.600 0.500 Cornbintiori 3a: 1.20 + 1.61, + FL 1.200 0.500 1.600 Combination 3b: . . 1.20 + 1.6S + t.L 1.200 0.500 1.500 -. Combination 3c: 1.20 1.6L, 0.5W 1.200 1.600 0.500 Combination 3d: 1.20 1.65 0.510i 1.200 . 1.600 0.500 Combir.s1ion4a: 1.2D+ 1.010i +1L+0.5L 1 1.200 0.530 A-500 11.000 Camhi'nuon 4b: 1 20 • low 1.1 '055 1.200 0.500 0.500 1.000 Com0ina1on5: T(1.2r E.,ID+f.1+l.0E*O.2S 1 1.350 0.500 0.200 1.000 Coritbins.lcn 6: 0.9D - 11.01-Ai 0.900 -1.000 Coinbinticn 7: (0.9- E0- 1.05 f 0.750 -1.000 1. 0.5 Live Load Factor (1.0 or 0.5) (ASCE 745 !2.3.2] Exception 1:1 0.150 D IASCE 775 112.4.21, INote: if 5c < 0.125 thOu 5... = 0) 'I. [ WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building A, Pier 1-3/1-G.7 L15:50:12 February 2015 (2012 160/2013 CBC1ASCE 7-10) JOB NO: 15-014 6/10/2015 INPUT DATA: '. Bar Size: 6 (0.44 in Concrete Wighl = 145.00 pcI Number of Bars : 3.0 in 2.6 fool pier Wall Weight = 150.00 pcI Steel Area (In! Pier) = ' 1.32 n .. 1., = 60.00 ki f,= 4.00 1<51 S0 = 0.75 g , •beta = 0.85 Importance Factor (l) = 1.00 . E5 = 29000 ksi E0 = 3644 ksi F'0.40 SlW, 0.300 xW (ASCE 7-05112.11.1]) r 796 Wind = 25.20 psI (LRFD) phi (bonding) 0.90 PANEL DIMENSIONS: Height (Span)= 21.50 if at Center Reveal Depth = 0.75 in Osted at Face •- Steel, Depth = 5.00 in ®steel at Face Inside a3 Stirrups 1 - Parapet Height = 3.50 ft '--'Other: .75 Parapet Thickness = 7.25 in Left Opening Middle Pier (design) - Right Opening Thickness = 7.25 inches 7.25 Inches 7.25 'inches Weightsf = 90.6 psi 90.6 psf 90.6 pf Full Opening/Pier Width = 0 Ic-el 2.67 feet ' 14.67 feel 0.0 p11 . 242.0 p11 . 664.7 p11 Solid Panel Above: 21.5 feet . 12.5 feet Height to top: 1) feet . . * '. 9 feet Opening Opening HI: 0 feet ., . 9 feet Height to hIm: 0 feet . . . 0 feet Solid Panel Below: 0 feet . 0 feet SERVIC.E LOADING: Eccentric Loads: (Eccentricity = 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 360.0 p11 0.0 lb . 0.0 p11 T 0.0 lb Floor Live Load 0.0 plf 0.0 lb . - - 0.0 p11 0.0 lb Roof Live Load 425.0 plf 0.0 lb " ' 0.0 p11 ' 0.0 lb Snow 0.1)plf C'.olb .0.0p11 . 0.0 lb LOAD COMBINATIONS: Per ASCE 7-C'5I2.3.21 0 L L . S E Coir.bna1lr, 1: 1.40 1 400 Cor.binaUor. 2a: 1.20 + 1.61. 0.51, 1.200 ' 1.600 0.500 Combination 21): 1.20 + 1.61. 0.5S 1.200 .1.600 .- 0.500 .. Con,hinalicn 3: 1.20- 1.6L, + fL 1.200 0.500 ...- . 1.600 -. . . Combination 3b: . 1.20 7.65 + iL 1.200 0,500 ' t 1.600 Conibinalietl 30: 1.204 1.61.1 40.5W 1.200 ' , .' . " 1.500 0.500 Combination 3d: 1.20 -1.5$ +0.5W 1.200 Conibinatlon 4a: 1.20 - 1.0W 11L - 0.5L, 1.200 . .0.500 0.500 1.000 Combination 40: 1.20 + 1.0W + tL 0.5S I 200 0.500 . +. ' . 0.500 'COO Combination 5: ii.24 E.,)D * IL * 1.06 + D.2S 1.350 0.500 ' 0 200 1.000 Combination 6: 0.90 . 1,0W 0.900 Combination 7: - 1.06 0.750 1 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 [2.3.2] Exception 1) a, 0.2SD 0.150 X0 (ASCE 7-05 112.4.21) (Note: If S <= 0.125 then 0. 0) SUMMARY: Tension Vertical M / phlMn M, / p11i-11141 Controlled Stress Combination 1: - 77% 32.4% 57.9% 42.8% Combination 2a: 9.9% 32.7% 57.4% 40.9% Combination 2b: 6.8% 33.3% 56.2% 36.7% COrnbifld ion 3a 16.4% 31-4% 30 Combination 3b: 6.6% 33.3% 56.2% 36.7% Combination 3c 4-1.4% 31.4% Combination 3d: 32.7% 33.31,6 56.2% 36.7% Combination 4a 640% 32.7% 374% 409 Combination 4b: 61.1% 33.3% 56.2% 36.72,6 Combination 5: 52.1% 32.6% . 57.5% 41.2% Combination 6: 58.6% 34.8% 53.5% 27.5% Combination 7 4/6% 56% J 522% 229% CHECK: OK OK OK OK Service Alternate ASD Load Combintior.s: Deflection - •' - -.. : ri 1.72 in' - - ., (in>' - - 2006 lBCEq(16 iS) 1.17 683% , 2006 IBC Eq (16-20): 0.64 37.4% - - . CHECK: OK Service Alternate ASD Load Combinations: Deflection 1.12 in I. 2006180 Eq (16-18): 0.09 2006 IBC Eq (16-20): 0.16 CHECK: OK WISEMANfROHY Structural Engineers rPROJECT: Carlsbad Oaks I TILT-UP PROGRAM (AOl 318-11-14.8) ILOCATION: Building A, Pier 1-3/1-0.7 Lo47 L.. February 2015(2012 18C12013 CECIASCE 7-10) JOB NO: 15-014 8110/2015 15:56:33 -INPUT DATA: .o.... Bar Size: 6 (0.44 in-'2) Bars: Concrete Weight = 145.00 pcI Number of 3.0 in 2.6 foot pier Wall Weight = 150.00 pcf -- Steel Area (Irii Pier) = 1.32 in- f, = 60.00 ksi f = 4.00 ksi 0.75 g beta = 0.85 -. Importance Factor (I) 1.00 E5 = 29000 ksi E0 = 3644 ksi H=0.40 S05 I W,= 0.300 xW. (ASCE 7-0512.1L1j) n= 7.96 Wind 25.20 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: Height (Span) 14.00 ft -C)Steel a, Center - Reveal Depth = 0.75 in Osteel at Face it - Steel Depth 5.00 in :5taCl at Face inside C3 StIrrups - . prp Height 25.00 ft Corner: 4.75 in * Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weighf/sf= 90.6 psf 90.6 psI 90.6 psI Full Opening / Pier Width = 0 feet 2.67 feet 14.67 feel 0.0 p11 242.0 plf 664.7 p11 Solid Panel Above: 14 feet .g feet I Height to lop: C. feet 23 feet Opening Opening Hi: 0 feet 23 feet Height to btm: 0 feet 0 feet Solid Panel Below: 0 Feel 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity = 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 0.0 oil 35000 lb .. . 360.0 p1! 0.0 lb Floor Live Load 0.0 p1! 6140.0 lb 0.0 p11 0.0 lb • Roof Live Load 0.0 pif 0.0 lb 425.0 plf 0.0 lb Snow : . 0.0 plf 0.0 lb 0.0 plf 0.0 lb LOAD COMB INATION Per ASCE 7-0512.3.2] . L LS E Combination 1: 1.40- 1.400 - Coiribineticn 2a: 1.2D + 1.61. 0.5t., 1.200 1.600 0.500 CombInation 25: . 120 + 16t. 0.55 1.200 1.600 0.500 canThinatien 3a: 120 1.6L, + fit, 1.200 . v.500 1.600 Coimina1iorr 35: 1.20 + 1.65 + iL 1.200 0.500 t600 Combination 3c: 11.20 lOt., +0.5W 1.200 1.000 0.500 Cnibhirn1on :34: 11 2 1 65 0.5W 1.200 1.600 0.500 Cornbinalion 4a: 1.2D + 1.0W + ft. + 0.5L, 1.200 0.500 0.500 1.000 Cornbinavon 4b: - 1.20 + low ft - 0.53 1.200 0.500 --0 506 1.600 Camblnaron 5: (1.2 5JD t ft + 06 0 2S 1.350 0.500 0.200 1.000 Combination 6: . 0.90-1.0W ) 0.900 -1.000 CornblnCiion 7: . 10.9-0,10.1.00 T 0.750 . -1.000 (, 0.5 Live Load Factor i1.0 or 0.5) (ASCE 7-0612.3.21 Exception 1) 0.2SD 0.150 x 1) (ASCE 7-05 112,4.21) Note: If SOS =0.125 than 6. 0) SUMMARY:. :..:.. -' . Tension "'Vertical - Mr I phi-M,, Mv, / phi-Mn Controlled Stress Combkiaticnl: 6.8% 29.4% 64.6% 66.0% Combination 2ai 18.3% 279% 68 8%r 805% Combination 2b: 18.6% _28.3%67.6%76.2% Combination 3a: 9.6% 28.3% 67.6% 76.3% Combination 3b: 10.2% 29.8% 63.7% 62.7% Combination 3c: 13.2% 26.9% 65.8% 70.2% Combination3d: 13.4%30.5%61.9%56.6% Combination 4a: .. 25.5% 29.3% 64.9% 67.0% Combination 4b: 25.7% _29.8%63.7%62.7% Combination 5: 29.0%65.7%69.8% Combination f;: 23.0%02.5%57.8%42.4% Combination ( 29_3°, _33_5%__55_8°e -35_3% CHECK: OK OK OK OK S S - • !VI Gravity Beam Design 48 5' ... - 1' RAMS1e1 14070101 AM DataBase: Carlsbad Oaks- Buildina A . •' ': • ''; '08/10/15 15: Building Code IBC Steel Code: '\ISC 360-10 LW Floor Type: Mezz Beam Number = 236 SPAN INFORMATION (it): i-End (344.58,43.16) i-End (34458,55.66) Beam Size (User Selected) = W12X14 ' . • Fy .50.0 ksi Total Beam Length (ft) = 12.50 Mp (kip-ft) 72.50 LINE LOADS (kit): , '1 • ' . Load Dist DL LL Rcd% Type • Partl., . .. 1 0.000 0.545 0.756 0.0% Red . 0.227 12.500 0.545 0.756 0.227 •, 2 0.000 0.014 0.000 - NonR'. .0.000 . 12.500 0.014 0.000 . .. '0.000 SHEAR (Ultimate): Max Vu (1.2DL±1.6LL) = 14.02 kips 'O.Wii 64.26 kips MOMENTS(Ultimate): Span Cond LoadComho Mu 61, .. Lb Cb. , Phi Phi*Mn kip-ft .ft ft '• S.. . • Rip-ft Center Max + L2DL+1.6LL 43.8 6.3 .00 1.00 0.90 65.25 Controlling 1.2D I OLL 43 S 63 0.0', 1 00 090 6525 RE4CIüN (kips) Left Right DL reaction 3.49 --3.49 Ma —LL reaction 6.14 6.14* - Max -rtotal reaction, (factored)... 14 02 14 02 41 -. )DEFLECTIONS: De'icl load (in) at 6 25 rt = -0 119 L D = 1256 Live load (In) at 6.25 ft = -0210 L D = 714 Net '1otd1 load (in) at 6 25 ft -0 330 L D1. - 455 4 4 '- . '• I I I 1' 4 I. S SSSSSSSSSSSSSSSSSSS.S.SSSSSSS,,.S.,5.,.5.,,,,,,,,5,.,,.,,,,,, 'S ''"":" 46 - S •,, 5• .5• •'. -' 1 .,•- S S S . 5 :. ' . -t. . S - 4 S•. S 5555 5 . I e :: . V * . .•. 19 0 C .•. \ 4i 4. li i I 4 V V '4A p:IiiL R1 .c LO j .! j . I - "I I -4c ? 1 0 0 I 14 PANQLIILIWAT4O11 4. C.lIL)i.INL4. GO j .15 V •••__ 1 -V-V-V..... ii li ...........__ S... . • 54 IS1 444 pLc11 .±i - .il '-L/- -._j VFW S I sNr II rhTIcrs rcrr () V •V4 I 4.4' I 4•.4.V •VV5 j - - ,.: J •1V.- 444 • . V ........................................................._•V•VV•V••*V__V VV-VV__VVVVV._V_VVVVVVVVVV.VVVVVVVVVV ... V. r\rLnrw)Nc4rQ(i PAPIr.l.IISJ GRiDUKE SERVICE LOAP*JG: Eccentric Loads: (Eccentricity = 7.63 in) .. Concentric Loads: Uniform: Point: ..,. . Uniform: Point: Dead Load . 312.0p1f 0.0ib -s. . 0.0pl1 . 0.0 lb Floor Live Load 0.0 plf 0.0 lb . '.. '0.0 ph ' -0.0 lb Roof Live Load 460.0 ph 0.0 lb '. 0.0 pit . ' 0.0 lb ' Snow 0.0p1f 0.0-lb ..:.. T.. ,0.0p1( . 0.6 lb LOAD COMBINATIONS: Per ASCE 7-0512.3.21 1) 'L - . . S E W cointtnafon 1: 1.40 Coi-ibinaior- 2a 1,20 + D.SL, 1.200 1.600 - 0.500 Corrbintion 2b: 1.71) + + 0.53 1.200 1.600 . . . 0.500 Ccination 3a: 1.2D s 1.&L, - i;L 1.200 " 0.500 1.600 . Combination 3b: 1.21) + 1.6S 4 11L 1.200 0.500 . 1.600 . Ccrmmbinatkm 3c: 1.21) + 1.5L + 0.5W 1.200 . ,1.600 . - -. 0.500 Cojr.binatictm 34: 11,2D 1.65 0.5W 1.200 .. . - . . 3 500 Contbinafcn 45: 1.20 4' 1.010.1 + f.L + 0.5L, 1.200 0.500 - 0.500 1.000 Commibirmatio?,. 4b: 1.20 1.0W + fL + 0.55 . 1.200 . 1)501) . . 0.500 . - 1.000 Combination 5: 11.2 + E,}D 4 fit. + i.GE 4 0.2S 1.350 051)1) - .- . 0.200 1 1.000 Cccnbicaiion 6: )O 90-1011N, 0.000 -1.000 Combination 7: 1I°- . E)D- 1.0 -1.0.00 0.5 Ll'e Load Factor 11.0 cr 0.5) (ASCE 7-0512.3.21 Exception ) .0. 0.2SD 0.150 x1) (ASCE 7-05 j12.4.2)).(Ncte: ii <- 0.125 then E, = 0) SUMMARY . Tension Vertical. M, / phi-M. M /phi-M,4 Controlled Stress Combination 1: 2.81"!0 27.1% 54.5% 39.7% Combination 2a: 40% 27.5% 53.7% 36.6% Combination 2b: 2.4% 27.6% 530% 34.0% Combination 3d 7.2% 2,3.8% Combination 3b: 2.4% 27.8% 53.0% - 34.0% Combiraticn Sc 38.7% 26.8%; Combination 3d: 33.4% 27.8% 53.0% 34.0% Combination 4a: 67.3% 27.5% 53.7% 36.6% Combination 'Ib: 65.2% 27.8% 530% 34.0% Combination 5: 27.3% 54.1% 38 3% Combination 6: 62.1% 29.0% 507% 255% Combination 77 65.6% - 295% 49.6% 213 CHECK: 01< OK OK OK Service Alternaie A$D Load Combinations: Deil&ction -t HI • - 3.04 AS tIll) 2006 IBC Eq(16-1 Sy, . 2.76 90.9% .2006 IBC Eq(16-20): - 2.50 BMW CHECK: OK WISEMAN+ROHY Structural Engineers f PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACt 318-11 14.8) LOCATION: Building A. Pier© 1-7/1-C 50. February 2015 (2012 IBC /2013 CBCJASCE 7-10) JOB NO: 15-014 9111/2015 - 10:39:25 lNvuluIlM: . . Bar size: 0 (0.44 i. 2) ,. Concrete Weight= 145.00 pci .. Number of Bars 10 r 4.1 foot per Wail Weight = 150-06 pcf Steel Area (In2i Pier) = 3.08 in - . f - 60.00 ksi 1.00 ksi S = 0.75 g ie a - 0.65 Importance Factor([) 1.00 . .E= 29000 ksi: - E,= 3644 ksi . Fr = DAD Scs)Ww = 0.300 xW., (ASCE 7-05[12.11.1]) :, n' - 7.96 Wind = 25.20 psf(LRFf3) - phi (bending) 0.90 PANEL DIMENSIONS: Height (Span)= 38.00 ft Osteei at Center .- . . . -. ReveaiOepth- 0.75 in .QSteeietFacs Sleet Depth = 7.75 in (%Steei at Face inside i3 S&rupS. - - Parapetl- leight= 2.00 ft - O0th 4.75 ParapeiThickness 10.00 in -. Left Opening Middle Pier (design) . Right Opening - -- Thickness = 10 inches 10.00 Inches 10 inches Weighvsf = 125.0 psi 125.0 psI 125.0 psI Full Opening I Pier Width = 0 feel 4.17 feet 16 .feet 0.0 pIt 521.3 p11 - ' 1000.0 pit Solid Panel Above: 38 feet . - -.20 . feel HeIght to top: 0 feet . 18 feet Opening Opening Hi: 0 feet , .- - 18 feet Height to btm: 0- feet . . 0 feet Solid Panel Below: 0 feet 0 feet 4 SUMMARY: Tension Vertical M / phi-M., M. / phi-M,, Controlled Stress Combination 1: 2.7% 22.6% 59.4% 45.6% Combination 2a: 3.8% 23.1% 58.5% 42.1% Combination 2b: 2.3% 23.4%. 67.8% 39.1% Combination .3a 69% 22.5% Combination 3b: - 2.3% 23.4% 57.6% 391% Copouiaton 3c 361% 22.5% -. fiQ2Yp c47% Combination 3d: 31.4% 23.4% 57.8% 39.1% Combination 4a: 63.0% 23.1% 58.5% 42.1% Combination 4b: 61,2% 23.4% 57.8% 39.1% Combination 5 - 69%i3 22.9% 59.0% 44.0% Combination 6: f 58.5% 24.3% 55.3% 29.3% Combination 7: 038% ' 248% 541° 245% CHECK: OK OK OK OK 1. Service Alternate ASO Load Combinations: Deflection = 3.04 in 2006 IBC Eq (16-18): 2.67 87.8% 2006 IBC Eq (16-20): 2.82 CHECK: OK 4 • WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks I 1111-UP PROGRAM (ACI 318.11 - 148) LOCATION: Building A, Pier Q i-7/1-C.5 51 [ .. February 2015 (2012 IEIC /2013 CBCIASCE 7-10) JOB NO: 15-014 9/1112015 10:40:40 : INPUT DATA: Bar Size: 6 (0.44 inA2) Concrete Weigh',= 145.00 pci Number of Bars: 8.0 in 4.1 foot pier Wall Weight = 150.00 øcf Steel Area (in/ Pier) = 352 irt 60.00 ksi - l'= 4.00 ksi • ,. - S05 0.75 g beta = 0.85 Importance Facldc (I) 1.00 . E5 = 29000 ksi Ec 3644 ksi - :- F5 =0.40SIW= 0.300 x W..,(ASCE 7-05 [12.1 1.1j) n= 7.96 . Wind = 25.20 psI (LRFD) phi (bending) 0.90 Height to top: Opening Opening HI: Height tohtm: .-•• LOAD COMBINATIONS: PerASCE7-0512.3.2j 0 L t. S F W Ccnbin.atian 1: 1.40 1,C.0 Combination 23: ' 1.20 + 1.6L + 0.51. 1.200 1.600 0.500 Combination 2b: 1.20 + 1.SL 0.5S 1.200 1.600 0 son Combination 3a: 1.20 + 1,61-,* (IL 1.200 --- c.soo 1.600 Combination 3b: 1.204 7.8S + iL 1.200 0.500 1.000 Combination 3c: 1.20 + 1.6L, + 0.5W 1.200 1.600 0.500' Coinlxnatioi, 3d: iS 0.5W 1.200 1.600 0.500 Combination 4a: 1.20 + 1.0WW - IL CCL 1.200 0.500 0.500 1.000 CombinatIon 4h: • 1.204 1.0 f,L + 0.55 1.200 0.500 0.600 1.000 Cor,blnation 5: (1 2 * 4 (,L + 1.06 + 0.2S 1.350 0.500 L200 1.000 Comcinxton 0: 0.90- 1.014, 0.900 Cwr.bnalion EiD - 1.06 1 0.750 -1.000 0.5 Live Load Factor (1.0 or 0.5) (ASCO 7-05(2.3.2) Exception 1) - 0.150 sO (ASCE 7-05 112.4.21, Note: Ii S <=0.12S then L,= 0) SERVICE LOADING: Eccentric Loads: (Eccentricity = 7.63 in) Concentric Loads: Uniform: Point: Uniform; Point: Dead Load 312.0 ph 0.0 lb . . • . 0.0 pIt 0.0 lb Floor Live Load . 0.0 p11 0.0 lb 0.0 p11 O.C. lb Roof Live Load 480.0 pIt 0.010 0.0 p11 0.0 lb ____ Snow 0.0 p11 0.0 lb 0.0 p11 0.0 lb PANEL DIMENSIONS: Height (Span) = 38.00 ft Qsteei at Center Reveal Depth = 0.75 in ®Steei at F-ace •• Steel Depth = 6.13 in QSteel at Face Inside #3 Stirrups Parapet Height = 2.00 11 Q0t 4.75 in Parapet Thickness 10.00 In Left Opening Middle Pier (design) Right Opening Thickness = 70 inches 10.00 inches 10 inches Weight/sf= 125.0 psi 125.0 psi 725.0 psi Full Opening / Pier Width 16 feet 4.17 feet 3.33 feet 1000.0 pIt 521.3 p11 208.1 ph Solid Panel Above; 20 feet - 30.5 feet 18 feet 7.5 leet 16 feet 7.5 feet 0 feet 0 felt Solid Panel Below : 0 feet 0 feet ' WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks - TILT-UP PROGRAM (AC! 318-11-14.8) . 1LOCATION: Buildirg A. Pier @ 1-7/1-D 52 February 2015 (2012 IBC i2013 CBC IASCE 7-10) - JOB NO: 15-04 911112015 10:41 LIT DATA: Bar Size: 9 (0.44 inA2) Concrete Weight= 045.00 pcf Number of Bars 10.0 in 4.1 foot pier Wall Weight ' 150.00 pci Sleet Area (in') Pier) = 440 in' . f., = . 600 ksi : 4.00 ksi = 0.75 g - beta = 0.85 , importance Factor (1) .Q ' '. E = 29000 . ksi 3644 ksi F0.40S.5 tW.= 0.300 xW,, (ASCE 7-05(1211.1)) .. - n= 7.96 * .. .. Wind = 25.20 pf(LRFD) . phi (bending) 0.90 PA -- . .. Height (Span) = 38.00 it j5tee atcenLer Reveal Depth = 0.75 in fSteei at Face Steel Depth = 6.13 in Osteet at Face Inside #3 Sfcnjps Parapet Height = 2.00 ft Gather: • 4.75 in, Parapet Thickness = 10.00 in Left Opening Middle Pier (design) - Right Opening. Thickness = 10 inches 10.00 inches . 10 inches Weight/sf= 125.0 psI 125.0 psI . . 125.0 pf - Full Opening / Pier Width = 9 leet 4.17 , feet . 9 feet 562.5 pit . -. , 521.3 pIt - - 562.5 pit Solid Panel Above: 30 feet - . 30 feet Height to top: 8 feet , . ' . S - feet Opening Opening Ht: 8 feet - .' • . , 8 feel Height to bim: 0 feet 0 feet - Solid Panel Below: 0 feet . - . . . 0 feet SERVICE LOADING: Eccentric Loads: (Eccentrtcity 7.63 in) Concentric Loads: Uniform: Point: . Uniform: Point: Dead Load '. ' ' Floor Live Load Roof Live Load Snow 312.0 Of 0.0 pIt 436.0 pit 0.0 pif 0.0 lb '' .....' ., 0.0 lb , 0.0 lb '.. " 0.0 lb . . -, . 0.0 plf O.C. plf 0.0 plf 0.0 p11 0.0 lb 0.0 lb 0.0 lb 0.0 lb LOAD COMBINATIONS: .. Per ASCE 7-05[2.3.21 0 . L ' t TT w Ccnibi:ation 1: ConibinatiOn 2a: 1.20 1.6L + 0.51,, 1.200 - 1.000 0. 500 Ccmbk:ation 2b: 1.20 - 1.61. + 0.55 1.200 1.600 Combination 3a: 1.20 1.61., + IL 1.200 . ''0.500 1.000 ' COnibireticn3b: 1.20+165+1,1. 1.200' 0.500 Combination 3c: 1.20 + tilt,4 0.51,11 1.200 - " .6Cc' ' - 0.500 Comoinsticn3e: 1.2o CS*15P/ 1.200 ' . .1MOO 0.500 Combination 41: 1.20 a' 1.0W tL 0.5L, 1.200 0.500 0.500 ' 1.000 Combination .lb: 1.20 1.0W + t.L + 0.55 1.200 0.500. 0.500 1 000 Combination 5: El EJ(' • 1,!. • 1.00' 4 0.29 1.350 fl 511.10 0.200 . 1.000 Combination S: 1090 - 1.0W 0.900 . . . . --1.000 Combination 7: )D 00 0.750 100 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 12.3.2) Exception 1) - 0.2SD 0.150 x 0 (ASCE 7-05 112.4.2)1 ('Joie: If 0.125 then 5., z 0) a. SUMMARY: ' Tension Vertical / phi4v11. 10,113111 M., Controlled Stress Combination 1: 2.1% 19.3% 71.9% 47.6% Combination 2a: 3.0% 19.5% 70.9% 43.6% Combination 2b: 1.9% 19.7% 70.1% . 40.8% Combination 3a 55% 19.1% 724% " 499% Combination 3b: 1.9% 19.7% 79.:1',o - . , Combination 3c: 280° 19.1% J724,o Combination 3d: 24.5% 19.7% 70.1% 40.8% Combination 4a: 49.1% 19.5% 70.9% 43.6% Combination 4h' . 47.7% 1974,1) 70 1% 40.6% Combination 5: 7987 19.4% 71.4% 45.9% Combination 6: 45.7% 20.3% 67.6% 30.61/o Combination 7 - 62.3% 20 7% 66.3% 255 CHECK-:.I _._OK OK OK OK Service Alternate ASD Load Combinations: Deflection 4. -. 4., . •'.•Y = - - 3.04 in . A, :1 2006 1 B Eq (16-18): 2.11 69.4% 2006 IBC cq(1620) 301 9S% CHECL-.1 1 .0K .0 - WISEMAN+ROHY Structural Engineers ] PROJECT: Carlsbad Oaks . . - TILT-UP PROGRAM (ACt 318-11 - 14.8) I4L0CA110N: Building A. Pier ZD 1-7!1-E.5 53 .. February 2015 (2012 BC 12013 CBC / ASCE 7-10) JOB NO: 15-014 9/11/2015 10:58:01 INPUT DATA: Bar Size: 6 (0.44 in" 2) • Concrete Weight = 145.00 pcf Number of Bars: 6.0 in 3 foot pier Wail Weight = 150.00 pcf Sleet Area (lr/ Pier) 3.52 in4 . 60.00 k$i • 4.00 kSi S = 0.75 g beta = 0.85 - Importance Factor (I) = 1.00 E5 = 29000 ksi - * . E0 = 3644 ksi F. = 0.40 505 {W = 0.300 x VV. (ASCE 7-05(12.11.1)) R = 7.96 Wind 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: - Height (Span) = 38.010 It . Center Reveal Depth = 0.75 in .)Steel at Face Steel Depth = 775 i n ®Steel at Face inside 13 Stlrwps Parapet Height = 2.00 ft 4.75 in Parapet Thickness = 10.00 in Left Opening Middle Pier (design) Right Opening Thickness = 10 . inches 10.00 inches 10 inches Weighlisf= 125.0 psI 125.0 psI 125.0 psI Full Opening 1 Pier Width = 9 feet 3.08 feet 3.33 feet 562.5 p11 385.0 pIt 208.1 plf 'Solid Panel Above: 30 feet 30.5 feet Height to top: 6 feet . 7.5 feet Opening Opening Ht: 8 feet 7.5 feet Height to hUn: 1) feet 0 feet '0 Solid Panel Below: C- feel 0 feel SERVICE LOADING: Eccentric Loads: (Eccc-ntticity 7.63 In) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load .. . 312.0 Of 0.0 lb . . 0.0 plf 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 480.0 plf 0.0 lb 0.0 p1t 0.0 I 6 Snow - 0.0 plf 0.0 lb 0.0 plf 0.0 lb LOAD COMBINATIONS: Psi ASCE 7-05t2.3.2j S E . W Combination 1: 1.4D• 1.400 Combination 2a: 1.20 ~ f.SL+0.5L, . 1.200 1.600 0.506 Ccmbirnuion 2h .20 0.5S 1.200. 1.600 0.500 Combination Se: 1.29 + 1.61, 1.1 * . 1.260 0.500 1.600 Combination 30: - 1.20 + 1.65 tL 1.200 '0.500 1.600 Conibinaijon 3c: 1.20 + 1.6L, + 0.5W 1.200 1.600 0.500 Contbinitn 3d: - 1.204-lbS_4-0.5W 1.200 1.600 .0.500 * Combination 4n: 1.2D 1.0WfL+0.5L. 1.200 0.500 0.51)0 1.000 CombinIcn 40: 1.20 +1.0W 1- F.L 0.55 1.200 0 500 0500 1.100 Conlbin4ltion 5: 11.2 E- 011L + 1.06 0.25 1.350 0.500 0.206 1 1.000 Combination S: GOD - I OW 0.900 - -1.000 Combination 7: 110.9 - i-tD - 1.06 0.750 7000 I = • 0.5 Line Load Factor 11.0 or 0.5' CASCE 7-04 [2.3.2) Exception 1) = 0.2S00 0.150 x 0 (ASCE 7-05 Ii 2.4.21) (Note: if S < 0.125 then 6, =C SUMMARY: . . Tension Vertical M,,/phi-N1, Controtied Stress - Combination 1: 2.0% 19.3% 60.0% 45.3% Combination 2a: 2.9% 19.5% 79.0% 41.5% Combination 2b: • - 1.8% 19.7% 78.3% 35.8% Combination a 5.3% 192% 606% 47 4%_ Combination 3b: 1.8% 19.7% 78.3% ,38.8% Combination 3c 27.0% 192% 80 6% 474% Combinacicn 3d: 23.4% 1 9.7% 783% 38.8% Comblnatlon4a: 47.1% 19.5% 79.0% 41.5% Combinlion4b: 45.7% 19.7% 75.3% 38.8% Combination 5 6b 4% 9 4° 796% 43 5= Combination 6: - 43.5% 20.3% 75.7% 29.1% Combination 7 59.4% 206% 74 -.% 242% CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflection - L ft = 3.04 in - L'Ub bu ,--q 4f.u0 2006 IBC Eq (16-20): 3.03 LOAD COMBINATIONS: . .. _. Per ASCE7-0512.3,2) , 0L - _.L.S E W CombinaUon 1: 1.40 1.400 CornbinUon 2a: 1.20 + 1.61- 0.5L, 1.200 r ' 1.600 0.500 Combination 2b: 1.20 +1.6L +0.5S 1 200 1.600 _-' _.o.o .• Cornbiri8Uon3a: 1,20 + 1.61.. 1.200 . ' 0.500, . 1600 - - Combination 3b: 1.20 + i.CS +1.L 1.200 0.500 '- . 1 1.600 Combination 3c: 1.21) + 1.8L r 0.5W 1.200 - - ..600 1 0.500 Combination 34: 1.20+1.6S *0.5W 1.200 Combination 40: 12(3 + 1.0W + 111. + 0.51. 1.200 0.500 0.500 Combination4b: 1.20 +1.0W+ fit, +0.55 1.2000500 -. _0.500 . _..¶000 C(:mbination S: 11.2 +E,)D 4_t,L +I0.E+0.2S 1.3500.500...-0.200 1.000 CombinatiOn8: 0.00 -1.0W 0.900 .-.•,- --1.000 Ccmbintion 7: t0.9 -E,.jD-1.0E 0.750 0,5 Live Load Fajcr (1.0 or 0.5) rASCE 7-0512.3.2( Exception 1) 5. 0.2S0 = 0.150 x o IASCE 7-05(12.4.21) (Note: If S. m' 0.125 then E, = 01 SUMMARY: Tension Vertical / phi-Mr io1 / phi-k1 Controlled Stress Combination 1: 2.3%'17.1%92.9%54.5% Combination 2a: 3.3% 17.2% 91.7% 50.2% Combination 2b: 2.0%17.4%90.8%46.7% Combination 3a 60% 169% 3 8 578% Combination 3b: 2.0% 17.4% 90.8% 46.7% Combination 3c 32.2% 18.9% Combination 3d:-- 27.6% 17.4%90.8%46.7% Combination 4a: 55.7% 17.2% 91.7% 5().2%- Combination 4b: 53.8% _17.4%90.8%46.7% Combination 5: 6S4% _17_1°924°e Combination6: 50.7%17.9%87.7%35.0% Combination 7 58_1° -._'8__1 So 2o292 /0 CHECK: OK OK OK 01< - 4 Service , AitérnateASD Load Comb iriatioris: Deflection - = 3.04 in ' , •• I 2006 IBC Eq (16-18)2.80 92.3% 2006 IBC Eq (16-20): 3.18 CHECK: NO GOOD • WISEMAN+ROHY Structural Engineers ; PROJECT: Carlsbad Oaks • TILT-UP PROGRAM (ACI 318-11 -14.8) LOCATION: 8uiidk'tg A, Pier@ 1-7/1-E.754 February 2015(2012 IBC,' 2013 CBC/ASCE 7-10) JOB NO: 15-014 9/1112015 •10:53:22 INPUT DATA: - - Bar Size: 6 (0.44 inA2) Concrete Weight 145.00 pcI Number of Bars: 8.0 In 2.6 foot pier Wail Weight 150.00 pcI Steel Area (In! Pier) = 352 in2 f 60.00 ksi - - t' 4.00. ksi S-1 0.75 g - beta 10.85 - Importance Factor (I) 1.00 = 29000 ksi . E0 3644 ksi F, 0.40 S0 liV 0.300 XW., (ASCE 705 t12.11.11) - •' 7.96 Wind 25.20 psI (LRFD) phi (bending) 0.90. PANEL DIMENSIONS: Height (Span) 38.00 ft jeeI ac Lemor . - Reveal Depth = 0.75 in 09.:eei at Face - - Steel Depth 7.75 in ®j at Face Inside if 3 SV.rcups Parapet Height 2.00 it in Parapet Thickness 10.00 in Loft Opening Pier (design) .. --Middle Right Opening Thickness 10 inches 10.00 inches 10 inches Weights1 125.0 psI 125.0 psi .i ...... 125.0 psf Full Opening / Pier Width = 3.33 feet 2.67 feet 12 feet 208.1 p11 333.8 . pit . -750.0 p11 Solid Panel Above: 30.5 feet . - , 22 feet Height to lop: 7.5 feet 16 feet Opening Opening Ht: 7.5 feet . . 16 . feet Height to btm: 0 feet -- . . . . C - feet Solid Panel Gotow: - 0 feet - 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity ) IConcentric Loads: Uniform: Point: . J Uniform: Point: Dead Load - Floor Live Load Roof Live Load Snow 312.0ptf 0.0 [ 480.0 p11 0.0 p11 0.o lb ' .j 0.0 lb - - 0.0 Ii) - 0.0 to . 0.0 pit , 0.0 p11 0.0 Of 0.0 pIt 0.0 lb 0.0 lb 0.0 lb 0.0 lb S WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks 55 I TILT-UP PROGRAM (ACI 318-11-14.8) ILOCATION: Building A, Pier @ 1-711-F February 2015 (2012 BC 12013 CBC !ASCE 7-10) ,J JOB NO: 15414 9/1112015 10:55:11 o : INPUT DATA: - Bar Size: 6 (0.44 iflA23 Concrete Weight = 145.00 pef Number of Bars : 8.0 in 2 fool. pier Walt Weight= 150.00 pcf Steel Area (lrl'/ Pier) = 2.64 in' l = 60.00 ksi * = 4.00 ksi So, 0.75 g beta = 0.85 Importance Factor(]) 1.00 Es= 29000 ksi 3644 ksi • ' - . F= 0.40 S I W.,= 0.300 xW. (ASCE 7-05112.11.1]) n= 7.98 Wind = 25.20 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) = 38.30 It Ostoel at Cenrar Reveal Depth = 0.75 in Qsteei at Face Steel Depth = 7.75 in 'eei at Face inside 3 Stirrups Parapet Heightr 2.00 It Oother: 4.75 in Parapet Thickness = 10.00 in Left Opening Middle Pier (design) Right Opening Thickness = 10 inches 10.00 inches 10 inches Weighusf= 125.0 psI 125.0 psi 125.0 psI Full Opening / Pier Width = 0 feet 2 feet 12 feet 0.0 pIt 250.0 pit 750.0 ptl Solid Panel Above: 38 feet 22 feet Height to top: 0 feet 16 feet Opening Opening I-It: 0 feet 16 feet I Height to bum: 0 feet 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: 'Eccentricity 7.63 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 312.0 pit 0.0 lb 0.0 plf 0.0 lb Floor Live Load 0.0 plf 0.0 lb 0.0 pit 0.0 lb,* i Roof Live Load 480.0 pIt 0.0 lb 0.0 p11 0.0 lb Snow 0.0 pIt 0.0 lb 0.0 plf 0.0 lb LOAD COMBINATIONS: Per ASCE 7-c'512.3.21 C) 1.. L,. S I_8 . Corn'oinalion 1: 1.43 1.400 Combinatc.n 23: 1.213 1 1.6L + 0.5L. 1.200 1.500 5.500 Cornbinatioi 2b: . . 1.20 4 1.61.. - 0.55 1.200 1.600 0.500 : -, Combination Sa: - 1,20 1.SL, f1L 1.200 0.500 1.600 Combip.a1ion3b: 1.20+1,65 + fL 1.200 0.500 . 1.500 - 00mbi1ia1i0113C: 1.20 + 1.6L, + 0.51iV 1.200 1.650 . 0.500 Combination 3d: 20- 1.65 05W 1.200 1.600 0.500 Combination 48: 1.20 1.0W + + 0.5L. 1.200 0,551) 0.500 1.000 Combination 4h: 1.20 + 1.OW+ fL + 0.58 1.200 0.500 0,500 1.000 Combination 5: . 11 2 8iC) fl. I 0.2S 1.3 50 0.500 27 00 1 000 Cornbinton 6: . 0.9D- 1.0W 0.900 -1.000 Combination 7: To.a - OJO- 3.06 0.750 -1.000 f1= 0.5 Live Load F2cior (1.0 or 0.5) (ASCE 7-05(2.3.2f 8xcepiion 1) E.= 0.2S0 0.150 x (ASCE 7-05112.4.21)(Note: If 0.125 then E=0i SUMMARY: . Tension Vertical M / phi-M, M, ! phi-M. Controlled Stress Combination 1: • 2.4% 17.0% 93.1% 55.1% Combination 2a: 3.4% 17.2% 92.0% 50.6% Combination 2b: 2.1% 17.3% 91.1% 47.2% Combination a 6.2% 16.9% 91% 8% Combination 3b: 2.1% 17.3% 91.1% 47.2% Combination 3c 334% 16.9%941% L Combination 3d: 28.6% 17.3% 91.1% 47.2% Combination 4a: 57.7% 17.2% 92.0% 50.6% Combination 4b: 55.7% ' 173% 91.1% 47.2% Combination 5: 4g.62%1 17.1% 92.6% 531' Combination 6: 52.4% 17.8% 87.9% 35.4% Combtnazior7: 56.9%161% 86 4% 295, CHECK: 01< 01< OK OK Service Alternate ASD Load Combinations: Deflection = . 3.04 in A. (in', 2006 IBC Eq (16-18): 2.93 96.5% 2008 IBC Eq (16-20): 3.10 CHECK: NO GOOD I I SERVICE LOADING: Eccentric Loads: (Eccentricity = 7.53 in) Concentric Loads: Uniform: Point: . Uniform; Point: Dead Load 312.0 Of .......- 0.0 lb - 0.0 pit . 0.0 lb Floor Live Load . 0.0 pif 0 .0 lb . 0.0 plf 0.0 lb Roof Live Load 460.0 pit 0.0 lb -. . 0.0 pit . 0.0 ib Snow . 0.0 pIt . 0.0 lb - .. 0.0 pif 0.0 ib LOAD COMBINATIONS: . PerA2CE7-05(2.3.21 0 L. S I0 w Cotflbinoiionl: 1.40 1.400 Combination 2o; 1.2D + 1.61- + 0.5L, 1.200 1.600 0.500 I Combination 2b: 1.20 i ...CL + 0.5S 1.200 . 1.600 . , .- .' . 0.500 .. - Combination 3: 1.2D+ 1.6t. iL 1.200 0.500 , . 1.600... Combinaiior 31): .2D + 1.6$ + 1,L 1.200 . 0.500 .-: ' 1.600 Combination 3c: 1.20 + 1.61,-4-0.51W 1.200 . , . 1.6O0 - : 0.500 Combtnadcn3d: 1.20+ 1.6$ + 0.510-f 1 200 1.600' . .• 0.500 Ccn1binaUcn4a: . 1.20+1.0W+ fit. +0.5L, 1.200 0.500 ...'500 . i .01110 Cwr.hinitin 4h: 1 20 1 11W • 1.1. • 0.55 1.200 0.500 -- . 3.5.00 . Combination 5: (1.2 E,}D 4. li 'CE - 0.25 1.350 0.501). . . 0.200 1.000 - Combination 6: 0.9D- 1.0W 0.900 1000 Combination 7: i0.9- EjD -1.00 0.700 . . -1.000 = 0.5 Live Load Factor (1 .0 or 0.5) (ASCE 7-05j2.3.2] Exception 1) E,= 0.2S1 D = 0.150 x D (ASCE 7-05 (12.4.21) (Note: If <= 0.125 then =0) - .. WISEMAN+ROHV Structural Engineers PROJECT: Carlsbad Oaks . TILT-UP PROGRAM(ACI 318-11 -14.8) LOCATION: BuitdirlgA, Pier@ 1-711-G.5 56 February 2015 (2012 IBC /2013 CBC / ASCE 7-10) : JOB NO: 15-014 911112015 10:48:33 UT DATA: Bar Size 6 (0.44 in"2) Concrete Weight = 145.00 pcf Number of Bars: 6.0 in 2 foot pier - Wet Weight = 150.00 pcf Steel Area (1n2 / Pie r)= 2.64 in . t= 60.00 ksi f= 4.60 ksi SOS = 0.75 g - . beta = 0.85 . Importance Factor (I) 1.00 . * . E 29000 - ksi 4 3644 ksi . F=0.40SlW,= 0.300 xW. (ASCE7-05[12.lt.1)) . - - n 7.96 Wind 25.20 psf(LRFD) : . phi (bending) 0.90 PANEL DIMENSIONS: - . Height (Span) 38.00 ft eel Center '. ..' Reveal Depths 0.75 in OSteeitFace .. Steel Depth = . 7.75 in ®Séi at Vace inside #3 Stfrrups Parapet Height = 2.00 ft Cother: . -. . -In . Parapet Thickness =10.00 ill . . Left Opening Middle Pier (design) Right Opening Thickness 10 inches 10.00 Inches 10 . Inches Weight./sf = 125.0 psf 125.0 psf 125.0. psf - Full Opening / Pier Width = 9 feet 2.08 feet . . G. feet . 562.5 pit 260.0 pit . ,. . 0.0 . pit . . Solid Panel Above: 30 feet - 38 feet Height to lop: 8 feet . . . 0 . feel Opening Opening HI: 5 . --- . .- Q feet Height to btm: 0 feel . .. 0 . feet Solid Panel Below: 0 feet . . . 0 feel . SUMMARY: . Tension Vertical Controiled- Stress Combination 2.0% 17.8% 88.1% 47.6% Combination 2a: 2.8% 18.0% 87.1% 43.7% Cornbinalion2b: 1.7% 18.1% 86.3% 40.3% Combination 3a 5.11% 17.7% c 1 88 8.% 49 9° Combination 3b: 1.7% 18.1% 86.3% 40.8% Combinaticn3c 262% 177°o Combination 3d: 22.7% 18.1% 86.3% 40.8% Combination 4a: 45.6% 18.0% 87.1% 43.7% Combination 4b 44.3% 18.1% 86.3% 40.8% Combination 5: 179% 877% Combination 6: 42.0% 18.6% 83.7% 30.6% Combination 7: 51% "f8% 82.3% 255% -. - CHECK: OK OK OK OK Service Aiirnate ASD Load Combinations: Deflection' - .., . .. 4 - .4 ..' • ,. .. - - 3.04 in - . - 1p. . . . r. Aj _(hit 2006 BC Eq (16-18): 2.12- 69.9% qW - 2006 IBC Eq (16-20):. 3.03 - CHECK: OK 4 '0 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks - TILT -UP PROGRAM (AOl 318-11 -14.8) LOCATiON: Building A, Pier @ 1-711-1.5 57 L February 2015 (2012 18C /2013 CSC I ASCE 7-10) JOB NO: 15-014 9/11/2015 10:42:45 '...: INPUT DATA: . Bar Size: 6 (0.44 4fl02) Concrete Weight 145.00 pcI Number of Bars: 3.0 in 1 1001 pier Wall Weight" 150.00 pcI Steel Area (In" Pier) 1.32 in 1. 60.00 ksi . . I= 4.00 ksi - -SrE = 0.75 g .beia ' 0,85 Importance Factor(l) = 1.00 E = 29000 ksi = 3644 ksi = 0.40 S05 I W. = 0.300 x W (ASCE 7-05 112.11. 11) n 7.98 Wind = 25.20 psl(LRFO) phi (bending) = 0.90 SERVICE LOADING: Eccentric Loads: (Eccentricity = 7.63 in) Concentric Loads; Uniform: Point: Uniform: Point: Dead Load 312.0 p11 ' 0.0 lb 0.0 p1t 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 480.0 p11 0.0 lb 0.0 p11 0.0 lb 0.0 p11 0.0 lb 0.0 p6 0.0 lb LOAD COMBINATIONS: Far ASCE 7.05)2.3.21 0 L1, S 5 . W Combination 1: 1A D Combination 2a: 'L2D 1.61 +0.51. 1,200 1.000 0.500 Combination 2h: 1,20 1.61 + 0,55 1.200 1.600 0.500 , . .1 Curnbinatic.n So: 1.20 • 1.6L, + IL 1.200 0.500 1.600 Cornc41atior 3b: 1.20 1.65 IL 1.200 0.500 1.500 Combinebon 3c: 11.20 1.61-. + 0.5W 1.200 1.600 0.500 Combination 3d: 11.20 + 1.6S 7.5W 1.201) 1.600 0.500 Combination $a: 1.20 1.00 + 1,1 + 0.5L, 1.200 0.500 0.500 1.000 Ccmbinatin 4h: 1!. 20 + 1.010-1 + f,L +0.5S 1.200 0.500 0 50(1 1.000 Combination 5: 1(1.2 EJOI- f,L + 1.06 02$ 1.350 0.500 0.200 1.000 - Conibinstiori 0' ' 19D - I OW ' 0.900 -1.000 Combination 7: jat, -E.)D-1.06 [ 0.750 = 0.5 live Load Factor (1.0 or 0.5) (ASCE 7-05 i2.3.2J Exception 1) - -' 6." 0.2S. 0" 0.150 a 0 (ASCE 7-05(12.42)) (Nc'ie: If S05 0.125 than E. = 01 PANEL DIMENSIONS: Height (Span) = 38.00 It DSL,el at Center Reveal Depth = 0.75 in 0 Steel at Face I . Steel Depth = 7.75 in ®Steei at Face Inside #3 Stirrups * Parapet Height= 2.00 Gather: 4,75 in Parapet Thickness 10.00 in Left Opening Middle Pier (design) Right Opening Thickness = 10 inches 10.00 inches 10 inches Weight/si= 125.0 psI 125.0 psi 125.0 psI Full Opening I Pier Width = 3.33 feet 1 foot 0 feet 208.1 p11 125.0 pit 0.0 p11 Solid Panel Above: 30.5 feet - 38 feet. Height to top: 7.5 feet 0 feel Opening Opening Ht: 7.5 feet 0 feet Height to btm: 0 feet 0 1dI Solid Panel Below: 0 feet 0 feet SUMMARY: ' Tension Vertical / phi-M, Mc, / phi-M1, Controlled .tress Combination 1: . 1.6% 17.6% 89.2% 40.3% Combination 2a: 2.3% -- 17.8% 86.4% 37.0% Combination 2b: 1.4% 17.9% 87 7% 34.6% Combination 3a 4.3% 175o Combination 3b: 1.4% 17.9% 87.70,io .34.6% Combination 3c 20.5% 175% MEMO" Combination 3d: ' 18.0% 17.9% 87.7% 34.6% Combination 4a: , 36.0% 17.8% 68.4% 37.0% Combination 4b: 35.0% 17.9% 87.7% 34.6% Combination 5: . 503%(1 17 7% 88.9% 38.9% Combination 6: 33% 18.3% 85.4% 25.9% Combination 7: 46.4% i4S%?o 84.3% 21.6% CHECK: OK OK 01< OK Service Alternate ASD Load Combinations: Deflection 'S0,o 3.04 in i (in) - 2006 SC Eq (16-18): 1.56 51.4% - 2006 IBC Eq (16-20): 2.31 GHEC}OK WSEMAN + ROW 58 STRUCTURAL ENOINEERS.. . : . _______ DATE PROJECT C),nj (f . SHEET NO. .. OF : I'.7 -L_rix; JOB NO .. . . . LLF2 -/cL .. - 1i LC . ,:.. . :.. ::: . ..... 1 ..: ........ .. .' .......................... .. ..............:....................-.- ..- ...................................-...._..._.._ .. F - . . ...............: (. . . ,. ................................... .................. C - 7 it/ •'- . . ...................... ....................................... . . . t . (?°L--- c )6Pl, ZZ / ( I' c) O'/" 59 W5EMAN + RHY STRUCTURAL NINEERS' . . ...:.. : ... . BY 1' DATE > PROJECT 4" SHEET NO _______Of JOB No. i-O' L7 1c - --------------- 2 • : : • • . ________ + çJ/. -. -721 ' 4ç -r ... . . . . . . . . . : . • 1 •) — •• • : - a - -- -- --- J. 72 - - S - : S.. •'••S• S S S 61 WSMAN + OY . •:. - : STRUCTURAL ENGINEERS • 7;fl PROJECT Lzq SHEET NO. OF___ Lg JOB No. I-( r le ;1 4 ¶ 4 S : * S S S : - H - /\ p - : WSEMAN + 62 STRUCTURAL ENGINEERS y ________ DATE _______ PROJECT SHEETO OF 5- JOB NO. —.4- ci? 4 . -. •L/1J £. ;*- c7.Y\J - - H :. •. .1 ir2 l?vi C> - - - - - - - :• ..: S ---- -- - - / / tv -'• IG (I * 55 5 5 •-Q : . .. .. . 0 .. S S S S S 5- 4, -: 64 WSMA + OY STRUCTURAl. ENGINEERS DAR PROJECT SHEET NO. OF JOB No. k$U ...- /JIM H : I ) .-- IN 1(01 /.2 ')c 1 • \l:' jL I' --. .-.: •' : : ... . • / ('- - I; r 70 A)/) l\ I -:. + OHY - 65 - STRUCTURAL ENGINEERS BY / DATE " - PROJECT SHEET NO. or ______ 14 JOB NO, 1# ;3 L ) 'J ( (r—, rf - - 0 ' / .................................................... .. . ..............................S ..... ..................... .: . . . WSEMA + ©Y 66. STRUCTURAL ENGINEERS y /' " DATE PROJECT SHEET O.'TOT1 ,4 -- : - JOB NO I :) (I f... .•: . ... . : t j / ••\ .' .\ . -. 41 - k - - 'I - 3'-y - I 1 ¼ - :DATE /( pwcT .'Pu1L Lk,S SHEET NO. JOB NO L./JJ - - 3 - - C) ( - ::_-------i (\ - S - te'J /7 - C) ,1 i LA . 0- :- - /O6 t I S f lay /i;1'DATE PROJECT (2,s?AD KS SHUT O. OF _______ jola . - . - S. ------ . :--- W5MAN + ow 70 STRUCTURAL ENGINEERS BY f12' (\ DATE 1f ' PROJECT _____ /" t'/L. 7k" SHEET NO. or - ,1 - JOB NO t• 2i Pul ll - IL J \. r 'w1 \ - : . FER S - 5 .-... ... .•.. .\, S. 5 5 . 5 5 - 5 - - : - • /_,'-. IL) 1p , I 1 6 )~- ,, - `-~ . .. ....... .... .. ........ ...... r - - -- I . . .. . . S S S VISEMAN : ROHY + STRUCTURAL ENGINEERS I3Y/ ' DAT9 poicT(AA!jJi-; SHUT NO -- OF JOO ' : 4 . - S.- . S•••••• () TAMERRPThR S ................................................................................ .................................................... L AN -----i-- // S :-•.•. . K I -:-.p-S ..-. ........................................................................ ............ .. ... ......... ....S. rES PF LJ ;:; 10 C ( pe - - ............. . ,...' 5/ ' - S cC' ) -\ — ( ( L. Z...................S . . ——— C. C< w (/)CJ'/- -= 14 33 4 . 72 STRUCTURAL ENGINEERS By /1 C' DATE ' OCTPRJE 'c ____ ';i 4 SHEET pdo.- OF - I iONO. I + - LC 2'L ib' I.cL_ 2F1 )? I k 12.6 t 4 - rwx - , ,0 3 :.•. • . 4 I • . . .. .. . . . ••L . . . .... .. . . ..• r ,, •. . . .. . .. . ... . . ...... .. . : . ,,.+ - '1 .- .. - : •.. . I ..-, .•. .•. 4 - .1 • .4 4 — www.hiltLus . Profis Anchor 2.5.2 Company:' . - Page: 1 ..,.. specifier. . . Project: Carlsbad Oaks ........ 1 Address: SubProject I Pos. No.: LC 91 Phone I Fax: - Date: 8120/2015 Specifieracomrnents: . . • . 1 Input data ' Anchor type and diameter: AWS 1)1.1 CR. 8314 T1 . . ,. . Effective ernbedmertt depth: h. 5.500 in. .. - Matenal: . Proof: . Design method ACt 318-1 !CIP Stand-off iiist;lation: ea = 0.000 in. (no stand-ott): t 0.500 in. Anchor plate: . . I x Lx I = 13.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: * RecLartgtiar plateS and bars (A!SC): (L x W x 1) = 5.000 in. x 0.375 in, x 0.000 in. * Base materiel: . cracked concrete. 4000. f. 4000 psi: Ii 7.250 in. ,. Reinforcement: - tension: condition B, shear: condition B: -. . edge reinforcement: none or< No. 4 bar .. Geometry fin ,j & Loading jktp, ft kip] S • - .. . - - ., • . —,.---- .• .(&. --.•* ... - - . -: ---. '. ell - - •... gq - . r.pi aoto ani< resits must Cc coceico for orrcrnero wnr. Inc cxitIIIn9 oconIirn and to, pubi5y - - (;°RQRS 2r(-.3-7deI9 -01 -C.. R-I)49 Sthr., Htt t rcIf1ce ,;t H A S-on ..- • • ( d•. ••. - .- • . www.hilti.us S . Profis Anchor 2.5.2 Company: S eci er Page: Project: 2 Carlsbad Oaks 11. Address: Sub-Project I Pos. No.: LC #1 Phone I Fa Oste: . 8/20(2015 2 Load case/Resulting anchor forces Load case esin loads v Anchor reactions [hip] a , I. ,. Tension force (4TdflSiOr1-Compression) Anchor Tension forceShear force Shear force x Shear force 1 9.235 1.375 1375 0.000 / 0.683 1,375 1.375 01.000 'ior, xcJ tston ens M 3 9.235 1.375 1.375 0.000 * . 0.683 1.375 1.375 O 000 r x conre'ecorriessicsron 01 t ] mx concrete compressive stress;491 [psi] a resulting tension force in i)=( 2 949 L ojoi 19.B35 fr p] C$ulJ% compression Force ' 441r(6 04o 00(0j 4.035 3 Tension load . Load N41 [hip) Capacity IN, [hip] Utilization = Status rength' --.... - i.547 • 4T' ]-C Pullout Sirength 9.235 17.584 . . 53 Concrete Breakout Strenglh' 19.835 2.i77; - . ' 90 OK Concreis Side-Face Blowout, direction N/A . NIA . N.A anchor r'cving !ho t'igr'o.t loccjr'g —anchor group (ancrors F tensici, .3 .1 Steel Strength a N =ri ACI 318 11 Eq. 102t 44 N o N 3 ACl31811T...Ie..0411 Variables n A. n]lpsil a I 1 C. 55000 calculations N I44 4 Results N ,(V) Q N p] N,.,, [kip) , 28.730 075u 21 547 923o 32 Pullout Strength N C.P NW. ACt 31811 Eq. cc = 8 ALl 318-11 So (-14) 4 . N4c N . ACI 318-11 Tao D.4-1.1 Variables 21 1.000 0. 4006 . ... 4. .4 Calculations ... . .. . ..- . . • - . . . Nc lop] . . . . 2812i .' Results N., nkij ' opi N [ pi 25.120 070Q 17.584 93.---- 1.14.19 414.4 *144.4.ILs'14UI1.i .41? O44.4CR4.1. 1.)? t I'41?t /1?? (4444 exaW ccth14ns jn* cr p(444idblu?,! - . . - . . . . . 44110b 5, rl .. w'v'i.hiIti.us Profis Anchor 2.5.2 - . . Company: Page: 3 Sreciiier:. Pcojec: Carlsbad Oaks Address Sub.Pect Pos. No.: LC 1 Phone i Fax: . . Date: 812012015 E-Mail: ------.---.--- .................. ..... ... ............ - ......... ......... ..-.. ............_.- ....... ............... 3.3 Concrete Breakout Strength () vc; N. AC1 318-11 Eq. (D-4) 6 NcDU N, . - ACi318-ll Table D.4.1.1 see ACI 318.11, Part D.5.2.1. Fig. R13.5.2.1(b) -. A. 9h ACl31S-11 Eq. D-5) • 1~2e)s..0 ACl316-11 Eq. (D-8) ACl8 13 Eq. l)10, th. i 1.0 Vq;N = AC1338-11 Eq. (D-12) , N., k, /i h.115 ACI 318.11 Eq. (E-6) . -. 4 • .. Variables . . . Fl___I_1_) C(ifl J C4 .1jIfl C. I1 y r , . 5.500 3.440 0.000 1.000 4.4 . .• . 1n1 k, i(psi] 24 - ........... 4 4 . Calculations .A {in.21 ANIin.21 4tF "J4,c2 _bIp.I N11 (kip] . . . 624.75 272.25 0.705 1.000 • i.QOO 1.000 19.579 ..• N ç Wpj N 1 rkpi .' .. Results N IkOl 31682 0.760 22.177 1983e 4 4 . . 1 . • . • .. . . . . .. . 4 4 . . .. , ......... . 4 4 4 4 1 .• . i•- •. . .. .... . ...•.... . . . ... .,, . ..., ...• -.4.. - . ,. . . ..-. . .. . .,. ..... - • . . .. :, 4 .• • I . ,. F . . . .. 11 . I 4 , . , • __ ........................- ........... r.rtsmusi bo c;Ccsd for agme.ment wzh r! exsg ccndli,s Iar',5u81b4Ii • 'O'IS 1411th0; C } 2a.2it9 H'l AC. F1L-54C S au IiI sa rusLIred Ti 11j4n131k at H1111 AG, Sivaan . -, * 4 ' .4 . • • . , .4 v • • • 4. .1 4 .4 . - . . . 24 1S ?V 1l1.l '1ueSA çrI r,4.51 " 1IH 'O1iS 13-3 )y ' .'oou' 4 - IO 1 5UfI!Cti 41 u. u4'4JC 0 L))P4L14 14i,i s:jn, ,,, i,lp m,:ui - - . . •. — No ' 0001. L900 t'60 115,1 -onivin - '-c.i N $ speol rnet.js pup uotsual pu;qwo - . - - LE•69 - - - Idly.' -A stns . .... •• .... ............... uij 4 4 SlJOflfl3 - Q00p.. Q11 - 000j I ••'. •• [d)i ••)j [u'l' - , ..- — 000,0 000 1 full' 1j] PfcciO lufi 11a ri,,jiq sajqePRA - . . (- •3 L L-9 • . - ..- - ;- - - 'z a) ')3 U .0.Lc(__ 41 - -. (cca) b3U9 tI3V . - . . • - -- - -- - 0(.J)ç-j L0 N (j bQL'y O5(13 ) (-a)b -9LI3Y ........-. - - - Lf E 'V (q) C CI 'd L C C RLC I3V 1 3 CJ L 't °A 41 S ' .: . J -bi '' • 14v N . ..-- RW I . -- Ljj6Uajjs 1flOIJd zp - --- • - ...Q:?.......- - - - • I - . • fdo} /\ !1!] 'A ' ldI 'A ' - - ___ - - - - SUOi1Ifl323 . 000gg I [ OJ [cull / - - -- . cj -RC I3V A 4' 4 - - (z-CJ)h LLi.CI3V 4"4'U "4 - I46UaJ3 iis ip 4 • -, •• • * •• (sioqou luAIJ) dnojl3 ioqau. fu!peo4 s ll.5q ILfl 6JA1f iCqOu VAN - V/N V/N uonoip U! iflI!rJ abpa ;asouo S • *. S 6 . • 006 Z9 OOcO q1JiS 1O''d 'YIN V/N . YIN yjf 1(w e&i i)oinfle, is * - . - 9 • -• - PL92 cL'. ,qf3uoJi is A= - cIUOI4ZJ4fl . • , . poJeaq, -• - - . 5ovove 1 000 L# 31 4 s sio ON Od I - .:10010.1d SO Pp J?i:-iDldS , :o6 :ueduJo3 - -- - Z-97 104U' S10Jd - , - 1 -. -- - SIVUI1WMMM -- - ---- - - S...-..,. , • U=L. www.hiiti.us . Profis Anchor 2,5.2 .; Codipany: - Page: 1 - Specifier: Project: Carlsbad Oaks Address: Sub-Project I Pos. No.: IC #2 . * Phone! Fax: . Date: 8120/2015 ... •5_. E-Marl: V .5..-.. . --.--............--.---..•-.-.-.-....•- ............... ............ -5- ....-................—................................................-S..... Specifiers comments: ' - , S - . linput data • 'Anchor typo and diameter: . AWS D1.1 OR. B 3/4 - Effective embedment depth: N. 5.500 In. 5 - - : Material: Proof: -. Degn method AC! 318-11 Id!' S Stand-oil instafiation: e1. = 0.000 in.(no stand-off): I = 0.500 in. - , Anchor plate: L x1, x I = 13.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) - Poflle: - Rectangular plates and bars (AISC); L x W x 7) = 5.000 0.375 in. x 0.000 in. -, Base matriai: • cracked concrele, 4000, fç 4000 psi; h = 7.250 fl. - Reinforcement: S.. tnion: condition E, shear: condition B: - .. .• . .• - edge reinforcement: none or< No, 4 bar S - - Geomefry no.] & Loadpg ft.kp] . ,,: - -. , S • -, 5, ,, '5'_ - .'• - : ; . •"- .5• 5- .5 -. • S : ----- - - '.. to I • 9 Jr 90 Ni M. ffi o NAMIN 05 x - - - Ir.pi4 cir*:r, - rc'It 'n-st be rner.ked lot e oaiotr WLI1 lie 0eu0515 'j lilcilli *od lot put. SiUly! . '' * - . ' P111.)FIS Atciucur (C 25)3.2009 il,ilu 50. FL-945) Scocan -i5i o o ioieroii Trocemerk ci Hi l. AG. Sc'uoa - - S '5 '. . * S ' S ' •• :*- .5; 0• ' ,'' ¶5' * '•5 I . - S I. S S. . •. S. S• I .. www.hlltius . . . •. Profls Anchor 2,5.2 Company: Page:' 2 Specifier; Project: ' Carlsbad Oaic Address Sub Frc'cc' I Pos. No LC 92 Phone lFax: Date: 8120/205 E-Mail: - S S * S 2 Load case/Resulting anchor forces --------______ Load case: Design loads S S / Anchor reactions [kip) Tersior force C'SiOi -Compress ion) Mr' c" TTensionfo cc Shea force S.-'r force x SI 'r n crce / Pi I - - 3.492 3 ThU 310 ooco I 2 0 QUO 3.150 3.150 0.000 Trsicn 3 3.492 3.150 3150 0.000 00C 3 150 3. 150 OOJL ma, 05-ncrole comppssive s rav 0 10 %-J max concrete compressive stress: 444 1psiJ resting icrior force in 5000 UC0 6 84 KJPI resulting compression force in (x,yt=(5 5C6 C' 01' ) 6 8'1 jki,) S. 3 Tension load Load [kipi Capacity 44N,, (kip', Utilization = JN. , Status Steel Strength 3.492 21.547 17 01< Pullout Strength 3,402 17.584 ' •. 20 ' , .0K '. Concrete Breakout Strenoth" 6.984 21.191''-33 , OK Concrete Side -Face Blowout, di ec110n WA N.,"-. N , NA anchor having the highesloadiag anchor group ( .ci1cTs in en.qp) . . ... . . . . S .3 .1 Steel Strength N - rAn fbia ,-.CI318-11 Ea D2) N Zt N ACI 31811 Table O4 11 Variables n A,,,5In ) fps} Calculations N 'kip) 2S730 6 Results - N lkiRl N [k ci N Nip) i7c '0 760 2 547 'Th 4 , I .3 .2 Pullout Strength. " Nim - N.., ACI 318-11 Eq. (D-13) N1, =8,-s ACf 318-11 Eq ii) ,1 f oZ N AC1318 11 Table D-1.1.1 Variables A, In 2 r 1psil 1 000 0 79 1.00C.-.000 Calculations S . ................... -, . S SS5 S• , . S N1 fxoj 2512k — Results N.[pJ N, (kip] N.[kip] , S - , ' • S 25 120 0.700 .17.58, itivut iota sfic resulls mum to ,0i:k0C1 11 ,'5rrlrsr ih We w,.Slm, ccvdaiom farpleusblAyl pRr,irlsA,Idwrcci 2003.2009 H1i AG. I1L.54a4 5rraa 4iL4 i26c 1C51c1e14c 11a.-.rerk i 1,4114 AO. Scicms 4 4 4 -. .' ww.i;iitius . Profis Anchor 2.5.2 - Company: . Page: 3 * Spocitier: Project: Carlsbad Oaics - Adres . Sub-Project I Pos. No.: LC 2 - Phone I Fax: Dale: 5)2012015 • E-Mail: ' * • 4 - 3.3 Concrete Breakout Strength . r'j,, ACI 318-11 Eq. (D-4) • 4 N2N ACI 316-11 Table D.4.1.1 A ACI 318-11. Part D.5.2.1. Fig RJ521bi An =9h ACI 318-11 Eq. D-5) ._ ,. 4- 2 e\i.c. ACI 318-11 Eq. . - 3r4 4.u703( ) c ACI 31811Eq 14 1)1 ., MAX(— ~ i a ACI 318-11 E, (D-121 N, ACI 318-11 Eq. j-6 Variables . • . .- . h,. (in.]'.. eo ]ir.] ii,.., in.) c, [in.] -. ;-.5O0 . 1 . . c..iiri.j - k - - -. Too 4000 - Calculations A,, fin. Ain.21. i4*t _ N1,[kipl 420.75 . 272.25 1.00-3 000 - 19.5Th. Results ,. fp Nc Ikip] - N,:n kbPl - 3L258 U7u 21 B1 I -- -- - -- - 4' - - •.'•I fl ' •'' - - - -- --- . -- - -- - 4. 4 • - I .4 - 1,.- -4 . ..' -- '-• - . - •• ----- - ..- ' --. - . 4- - '' •-' _i - . "' - '- - 4 4-- 4 4 . - ,-- ••- -•• - 4 .4 4 - .• - 4 -,-.••. -- • . - 45,44 444444 4:44 44144451Z 4.44.5 044 cflecil.4a tc,s jr*,,,en 4-al- 5140 444445 401,411044 am SC-c 0C-0ihSISvS 4 - Piris A-,o,-.q (, 2e3-2Oa9 14.55 AC. FL-5454 Sth44er. 15,5,. is a. ec;stefed T'aoenus'li 0 HIS AG. 4, - . -•. . - , 4 ww'whiltius .. PlOflS Anchor 2.5.2 Company: Page: 4 ... Specifler: . Project: ' Carlsbad Oaks Address: Sub-Project I Pos. No.: LC 92 Phone I Fax: Dee: . 812012025 E-mail: . . _____ -.---..-.-.--- ................. ........ -. - Load V (kip) - CapacityjV.. [kip] Utilization = VJV. Status 4 Stool Stcength 3.150 18.674 . 27 .' OK. Siei failure (with lever arm) - N/A N/A . . NA N/A Prycut Strength" 12.600 62.900 21 OK Concrete edge tailure ;n direction N/A N/A - N/A . . -. N/A 4nnor having t',e highest loading"anchor group (reievam anchors) 4.1 Steel Strength Vs. nA 1f.3 AC! 318-11 Eq. (0.28) . . . V ~ V ACI 313 1 ' 01P D.4.1.1 Variables - •.: . .5 1 0.44 65000 Calculations I V(kip] .. .. / .5 Results V,Ikip) V.. (kip] - .. . .. - . 28.730 0.650 18.674 3.150 4.2 Pryout Strength V.... = k V ciU ACt 318-11 Eq (D-41) ACI 318-11 Table D.4.tl.. - --: A, see ACI 316-11, Pert D.52.1, Fig..05.2.1(b) .-. 4 .. . -S A. = h AM 3!8-11 Eq. (D-5) / 1 .. . '-S . ..•.-- ./ = 2 e :5 10 ACt 318-11 Eq (D-8) \ . ACI31B 11 EM ,D10 1.0 .ACI 316-11 Eq. D.2)/ .. . N =.jMh .C1318 11 Eq (D6 Variables 11 11in.! 1in e 2 5 500 0 000 - C 0E0 fin .1 k ( Ipsit 1.000 -- 24 .....1.000 . 4000. . • Calculations N Ituc -............6~7 272 1 o0b f000 1.000, .... Results ____________________ .,.' :. "I .5.- 69.857 0.700 62.900 12.600 * . S • - 5 Combined tension and shear loads I .200 U I u...Uon ii.. ____/___'..-_us .553 .-,.... .. OK' =s+jt."=1 . .. •- . . . S - ' s. Lr'e 1Z.F ana rnia nL-s! W. charcoC k.- 4anLiItj! ' S - POFi5 Atnn c) ~4o2OOC 'Miki AG, i-l4 Scnaan Hie SO rane'J Tria e I44i.M3. . . S I t. S WEMAN+ OHY STRUCTURAL ENGJNERS . BY _________ DATE PROJECT SHEET NO. Of JOB NO. '- - - . pul • •. - . I -..-->---- S / ...--•-- -• S S 555 5 55 555 L 2 'r -5-i; A ' (1ia z c Q (3c LC LIi1 )qj l vu q4l L;Ja' -? I- - S. .- S •55 55 . . • -. . a . . peciaI Joist Selection 82 RAM Steel 14.07.01.01 . . .. .' RAM DataBase: Carlsbad Oaks-Building A . 08/201 15. 12:(' Building Code IBC Floor Type: Root Beam -Number = 178 ,- SPAN INFORMATION (ft): 1-End (61433,146.33) J-End (664.33,146.33) Joist Size (Optimum) = XXGSP Total Beam Length (ft) = 50.00 POINT LOADS (kips): ' : Dist DL. RedLL. Red% NonRLL StorL.L Red% RooftL Red% PartL 2.000 2.53 0.00 0.0 0.00 0.00 ,. 0.0 , 3.89 40.0 0.00. 4. 2.000 4.08 0.00 0.0 0,00 0.00 0.0 4.80'' 40.() 0.00 10.000 2.53 0.00 0.0 0.00 0.00 0.0 3.89 40.0 10.000 4.08 0.00 0.0 0.00 0.00 0.0 '480 " 40.0 0.00 18,00() 2.53 0.00 0.0 0.00 0.00 0.0 . . 40.0 0.00 18.000 4.08 0.00 0.0 0.00 0.00 . 0.0 .4.80 40.0 0.00 26.000 2.53 0.00 0.0 0.00 0.00 0.0 ' 3.89 40.() .0.00 26.000 4.08 0.00 0.0 0.00 0.00 0.0, 4.80 40.0 0.00 34.000 2.53 0.00 0.0 0.00 0.00 0.0 .' 3.89 40.0 ' 0.00 34.000 4.08 0.00 0.0 0.00 0.00 0.0' 4.80 40.0 0.00 42.000 2.53 0.00 0.0 0.00 0.00 0.01 3.89 40.0 . 0.00 42.000 4.08 0.00. 0.0 0.00 0.00 4 0.0 4.80 4.0.0 o.00-: ' 1'.........LLNELQ.ADS(k!ft); .. .. . .. ' 1. oad Dist DL LL Red°o T3,1:)e Parti 1 0.000 '.......0.000 0.000 -- onR 0,000 50.000 0000 0.000 0000 MOMENTS:- rn Sp Cond Moment Lip-h fi - Center Max r 465 5 26.0 CiJqJt '( j, REACTIONS (hips) r Left Rjuht,- \ DLIaLt1on 2221 (1745 p h- ' Max -LLreaction 1153 ., I37J 7- ic Ma -total react 39 74 312?' 13 ......................... r ' 4. . - _______.L.._ Profis Anchor 25.2 Company,Pace 1 ::: S • Specii: Project: Carlsbad Oaks. Girder Address: Sub -Project I Pos. No LC 72 Phone I Fax: Date: 8/20/2015 . E-Mail: .. Speifiers comments: _I . .-.•.-•..-.•.--•---.- •• . _________________ ..1 Input data - , Anchor type and diameter: AWS D1 .1 GR. B 3/4 - Effective embedment depth: h, 5.500 in. '• Material: Proof: Design method ACI 316-11 / CIP * Sla nd-off installation: e, = 0.000 in. (no stand-off): I = 0.500 in. Anchor plate: . I x I X = 16.000 in. x 16.000 in. x 0.500 in.; (Recommended plate thickness: not ceiciaLed) Profile: • . Rectangular piates and bars (AISC); (L x W x TJ 5.000 in. x 0.375 in. x 0.000 in. Base ma end cracked concrete, 400 f,'= 4000 os h = 7.250 in. . Reinforcernoi: . . . tension: condition B. shear: condition B; . . . . edge reinforcement: none o< No. 4bar . i . Geometry [in.] & Loading fkip, ft.kIp . - . - - - . • -.. z .5- . - . I r 1° - -: .-•: . WL fY 152 rat. CO •• . If MY M. wMi 2111 OR P", -M M, "" 0'1 - gggp AM IM ;16MRI~ MINE - \ . .. --S 4 ••• • S S -: - hi p-.1 Cats Sail (.,i.jl b l.3 checked to, 9JP SCI! wilkiho exislLlqI I. I i 15 U C p1 is i, - PHOFIS Anshar naCO3-2CCpl-iil1iAC.FL-945 SChUL1.'I HilliS S rs5isiarea TrsdeepflliiAO.$rhaas . - • - S www.tilti.us Profis Anchor 2.5.2 _________________ Company: Page: 2 Specifier: Frcect: Carlsbad Oaks- Gitder Morass Sub -Project 1.Pos. No LC 42 Phone I Fax: ,Daie: 8/20/2015 E-Mail: 2 Load case/Resulting anchor forces — _ - L)ebi1 Loac. case; loads a - - i' '-.' Anchor reactions [kip Tension force (i1e"i.ri Camp .s5oi) Anchor rerio h e Shear force Se3r force x Shear 1er.- y -, -4.613— 7.417 TTI 2 4.613 7417 7.417 0.000 000 tension 3 .13 7.417 7.117 0.000 4 0.000 7.417 7.417 0.000 5 0000 7.417 7.417 0.000 5ksçç ç4 6 0.000 7.17 7417 0000 max concrete onorass ,e strain: 0 12 htc] compressive stress: SOb `psi] maxconcrete 5 ,) I resut.r1g 1enson force in tcy,( 00000 00C13.838 [K p' --.-.. .................... resulting compression force in (x(y)(6.85010.000): 13.633[!KpJ . - 3Tension toad . . Load N (kip] Capacity 41N [kip] UuliLa on ,, t-5IN5 Status Steel Strength' 4.613 21.547 . . 22 01< Pullout Strength' 4.613 17.584 27 - OK Concrete Breakout Strength" - 13.836 3.672 .0K Concrete Side-Face BIowoi, direciion" N/A N/A N/A NIA nchornitng the highesl.loading"anchor group taPCIOfl In tmsflS'OJlt 3.1 Steel Strength = a, N ACI 31d 1 Eq.tO 2) - 41N 5 ?N 3 AC13181lableD4ll -- . Variables . . . -. - m k S) [fS] 1 C44 65tJ0u . Calculations N j. (kip) . . ..,,. . . •• . Results ,•. - . . - ' N[kip) N [kip) ________ 28730 O70 21,547 4,613 .t••-'• S S 32 Pullout Strength - 1 N -t NF ACl 318 -11 Eq.(D-13) 5. .N2 8Af AC1318-11 Eq. (D-14) . -'-.'-- •, - I ACc31611 Table DM1 i • 5 1 Variables A a I 12'1 :7Y-----1.000 Calculations 25.120 Results :.. N_ Ikipj N,ftdp) NJRL •. S •• , * 25.120 /j0 17.584 4.613 •• : I •. -. .. / . .-, -S.,. . •S . S. • . - S . .-. S. ,*.- .- - - to '-5 - im;pL1 mith anti iCaults sr-st 1)5 Citickud fol 5tiItftst*.ui ssiih Its eAk:in3 ccmiliwr. an its pistuh11v! - • - • . - . -. . , PF1QFIS .\r;1.. ) 2O13.2Ct5 i4I AL', FL-545SI $p k s it itissittsit fra'ark .? - ni Iliti AC,. 5c- • - .. . S . . .. . I I www.hiiti.us Profis Anchor 25.2 Company: . S.. Page: 3 • Specifier: Project: Carlsbad Oaks- Gkdc'r - Address: Sub-Project I Pos. No.: LC 2 Phone I Fax: '- . Date: 8120/2015 • 3.3 Concrete Breakout Strength - ., N,. () iItf Ir4 Nlco - ACI 8-11 Eq. (1—•4) .• ,. N.~ N ACI 313-11 Table 0.4.1.1 • A. see ACI 318-11. Pail D.5.2.1, Fig. RD.5.2.1(b} ACI 313-1i Eq. (D-5) - =()s 1D ACI 3la 11 Eq. iL.8 =0.7-0.3 (-5-) 1.0 ACI 318.11 Eq. (0-10) . ic.a MAX (__`-2`:, -')S 1.0 ACI 318-11 Eq. (D-12) . . N,, AC1318-11 Eq. (D.6 . Variables h 1 Un.) c-1, (in.] e, fln.J c On.) 5. 500 0.000 0.000 1.000 kr _____________ f.(psi] • 24 1.000 4000 • I Caicitations Ft • 1 • A1 (in.'] fin.j . ,. (kip' 470.25 , 272.25 1.000 1.000 .t000 1.000 19.573 Results . N_ç (kin) 4c.co 6 N.-b, 1P] . . N.., (kpI W . . . 33'$.18 ................23.072 . 13.833 . . .•.... .... .... .. . . ............... .. . . . -.. 1 .. .. .. ....... . . I. . . ..... . . . . ,. .. . . . . . . .. ... . . . . . . .... ... 4 .•., .. . . . .- . . . . - S.,. • I S. I ...........I' ::. . .. .- . . .. . S. • S r , -............. ..-- ................ -------------------------------____________ • rri(I..i 0va wa Fatii las be chocked lot arener.I arth tho exisDrig conthrs and er 2a13b:;y -. PR JiFp •Ancheir c: lid AG. F-ci.ic S.!%~Jan Hiii1l5'JthcI4 Tdernr ol iiilti t,G. . -t 0 www.hifti.us . . -.. .. : - •' Profis Anchor 2.5.2 Company: Spacirier Project CarlsDad Oaks Ci Jo Address: Sub-Project I Poe. No.: LC 42 Phone i Fax: . Date: 812012015 E-Mail: ..- . . 4 Shear load J. . Capacity V[ip]UtiIization .Status Steel Strength 7.417 18.676 - 40 Oi Stool Failure lw-Ui lever army N/A N/A N/A Prioul Strength" 44.500 81.777 55 . OK Concrete edge taituro lit direction N/A N/A -- N/A . N/A. anchor having the highest loading anchcr group (relevant anchors 4,1 Steel Strength 1 ' V0 n i Cl 318 1 Eq. (D-28) V V, ACt 318-11 Table DA.1.1 Variables . :. ., n A. Fin.21 f., jpsJ . --....0.44 6w . . Calculations ....., - ... V. [kip] . - . . -,-, g• • Results . . V. [lopj V. [kip " ikiii 2o 0 B. 674 7,417 4.2 Pryout Strength . . ',j k{(c)y YCN kca ACII 31811 q (1341) ., t ACt 318-11 Table D.4.1.1 4- A 0 see ACt 318-11, Part 0.5,2.1, Fig. RP.5.2.1(b) . . . . A = 9 h Cl 318-11 Eq. (0 =(1+;e\)r.10 Ct31811 Eq. (8, v - =o7..o3(. ACl31B11Eq 0, ., = MAX (° i!i 0 ACt 318 11 Eq. M-12 Nb = Kc h.!'- AC) 318-11 Eq. (00) Variables . . . K Ti1 e.,tir a ö' ' 0 0O 0 C-00 1 ' •'.. ctln.1 k-- itpsii 1 - - 24 1 OL' 4000 Calculations ,A1 'ir j A jin ] Vi i Vo , N [kip 812.25 272.25 1.000 1.000 -. 1000 1.000 19.579 Results _____ ko - 168:4 C7.,0 81 /77 4'.500 5 Combined tension and shear loads L. =•''. ,.. 1_• ' Ov 0.585 4 -.--- . 5 •_••_ on • .., .. .-- . -....-OK Sul .. _______________ 10:101 0141,. ariii 10i0* '.10*1 e or.ockc-d fe 0i0,04*l will. 114 1014u, coodiiici* •nd loi Vt 1 - . -..-. f PROFIS MOb' I 2CCS-2009 Hil;: '0. .949 50*0w: ee 1* ojis:erod T '40.01k HO. AG. Sc*ir, -' • . . - . '0 . ,01,. WSMAN + 87 STRUCTURAL ENGINEERS V BY '' DATE "-' PROJECT QX V7AL) SHEET NO OF 8LI; / JOB No. • ••_ V / V._:V • V - '< /f • i/ 14 'V LL v, vc Vj . V V V V () • / ( ' A' / ) -- — A 4.• ...:. ' . V V . V •• V • . V V • - V • & V Za 4 - /< • V, Vw V V . V • V - . V 4V 'V V 'VVV V •. V V • - - V ., :..b:. 89 S.. . TL VERTICAL DESIGN BY RAMSTEEL The computer program "RAMSTEEL" was used to analyze and design the steel . bems, columns and base plates for gravity loods. The design is based on the - 2013 California Building Code and 'AISC' Load and Resistance Factor Design criteria. The program calculates tributary loads, live load reductions and selects the -, member sizes. . .5 . The ,output consists of the following - key plans indicating final gravity beam designs -. key plans indicating beam numbers and column numbers S - plans showing the load patterns used - . gravity beam design criteria and beam summary S an example of gravity beam designs - gravity column design criteria and column summary dn example of gravity column design . .• - a gravity base plate design summary gravity base plate design ,The output for all of the beams, columns, and base plates are not included because of the Icii ge volume of output S. J I 5 .5 S 5. S S S 5. ,..,. •SS I - I S S S •SS55 5 5 555 55 •5 S •,. Beam-Design Criteria 90 I RA\1 Steel 1,-1,07.01.01 1 RAM DataBase: Carlsbad Oaks- Building A 10/13/15 16: BL'1ldIn Code IBC Steel Code AISC 360 10 L 1 A.RLFS SELECTED Master Sled Table: rarnai.sc . •. Default Steel Table: rarnaisc . . Alternate Steel Table: iamaisc UNBRACEDLENGTH: -,. .. Check Unbraced Length . . .. . Do Not Consider Point of lnhleLtion as Brace Point oncompositciPiccornpositc Beam Design J Deck Peiendiculai to Beam Braces flange Deck Parallel to Beam does not Brace flange 1 Calculate Cb for all Simple Span Beams Use Cb=1 lot all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ftift): 0.00 COMPOSITEIEFF: . . •:.. Do Not Reduce leff per AISC 360 Commentary DEFLECfIOCRLTERLA Root Cntcna L'd -dIt(in) Lnhoi ed Initial (Construction Load) 0.0 - 0 0 Post Composite Live Load: 3600 00 Total Superimposed: 240.0 . . 0.0 Total (1nit-i-SupenmpCambei) 240 0 0 0 • . . . . Shored . 0 . .. . . .. ... . . . . . . . . . . . . .1 . . .. - Dead Load 0.0 0,(),,- Live Load 3600 004 Total Load '240.0 0.0 \onornpos1tc - Dead Load: 00 00 Live Load: 2400 00 iota! Load 1800 00 Floor Cnteiia 1..1'd .'deta (in) Unshored . •. . . . . 0• initial (Construction Load) 0 0 0.0 Post composite . . Live Load: . ••• 360.0 0.0 - Total Superimposed 240 0 - 0.0 Total ([nit--Supeump-Cambet) 2 40 0 00 Shored Dead Load: 0.0 -. 0.0 .. -. •-. Live Load: 360.0 0.0' .: Iota! Load 240.0 0.0 - Beam sgn Criteria RAM Steel 14.07.01.01 RAM DataBase: Carlsbad Oaks- Building A Building Code: IBC 91 Page 2/3 10/13/15 16:23:50 Steel Code: AISC 360-10 LRF'D Nencompositc. Dead Lead: 0.0 0.0 .;, Live Load: 360.0 0.0 Total Load: 240.0 0.0 'Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber Beams with Span <0 0 It Do not Camber Beam with Weight < 0.0 lbs/ft Do not Camber Beams with Weight> 1000.0 lbs/ft Do not Camber Beams with Depth <0,0 in Do not Camber Beams with Depth> 100.0 in Do nht Camber Beams with Cantilevers Percent of Ded1 Load used for Camber: 80.00 (For Unshored Composite the. specified % of Construction DL is. used) - : Camber increment (in): 0.250 Minimum Camber (in): 0.750 * . . Maximum Camber (in): 4.000 &. . CAMBER CRITERIA FOR NONCOMPOSITE BEAM. Do not Camber Beams with Span <24 0 ft .Do not Camber Beams with Weight <0.0 lbs/ft ... Do not Camber Beams ith VvLLg11t> 1000,0 ibsifi. Do not Camber Beams with Depth <14 0 in Do not Camber Beams with Depth> 100.0 in Do.not Camber Beams with Cantilevers . .... . .. . Percent of Dead Load used for .ar1bLr 80.00 Camber increment (in) 0.250 Minimum Camber (in) 0.500 Maximum Camber (m) -1.000 STUD CRITERIA: ......... Stud Distribution: Use Optimu.mn Maximum % of Full Composite Allowed 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 . .,. Minimum Flange Width lot 2 Rows of Studs (in) 5_500 . Minimum Flan,' Width for 3 Rows .o.. Studs (in) 8,500 Maximum Stud Spacing Per Code WEB OPENING CRITERIA Stiffener 1'). (ksi) 36.000 Stilfener Dimensions • Minimum \ mdth (in) L.000 Minimum Thickness (in): 0.250 Increment of Width (in); 0.250 . . Increment of Thickness (in): 0.125 -: . Iicrethent of Length (in): 1.000 . •. k 44 - . 4j-* Beam Degn Criteria 92 I V RAM Steel 14.07.01.01 Page 313 RAM DataBase Carlsbad Oaks- Building 10'13'15 16 Building Code IBC Stcl 6de AISC '60-10 L Do Not Allow Stiffeners on One Side of web . Allow Stiffeners on 1 o Sides of web * 4 - - .4 . 1. . S S • ,* 'I .4.4,• r , S I' t • 4 ..• - -S _•l . S • . ' •. ' t4 •F '.4 I 'I .4 S ... ... ... .. . . . ,• 45 .p- a .4 S 1 .4 .455 4— : ; 93 10/13/15 16:23:50 5 4 0 C S C .,, I 4 4.. . 4 5. .5.. a . 4 . ... ;- • - 4 I • * I Ji.P_esign Criteria RAN1Steel 14.07M1.01 S ________ Data Base: Carlsbad Oaks- Building A - DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table.: ramsji Tolerance for Variation of Uniform Load: 5.00% Joists with Non-uniform Loads: Use Equivalent Uniform Load Method MaXimum concentrated Loads (kips): 0.20 . Tolerance for Variation of Loads: 5.00 % . ., 'ALTERNATE JOIST CRITERIA: . - . Joists with Uniform Loads: Select from Standard Table: ramsji , Tolerance for Variation ofUnifbrm Load: 5.00% Joists with Nonuniform Loads: Use. Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance fi)r Variation of Loads: 5.00 % JOIST GIRDERS: 4 . Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in) 3.00.... S Maximum Uniform Load to Lump (kIt) 0 10 .4 5.. . .... ..JOIST SELEC f1O Al1ov able Sti',s Ratio 1 00 DE, FLECrIo' CRITERIA; Default Cutcn i Lid 'delta (in) Dead Load 0.0 0.0 Live Load 2400 00 Total Load • .180 0 0.0 4 :•, S Alternalt Criteria L d delta (in Dead Load 0 0 0.0 Live Load: 3600 00 Total Load 240 0 0.0 Note 00rnthcatsNoL'mu. I - . .I.44 •.. S.. S. •• S. . ..... I . Beam Summary 94 RAM Steel I4.07.01.01 DataBase Carlsbad Oaks- Building A 10 14/15 12 ____ I Building Code: IBC Steel Code: AISC 360-10 L STEEL BEAM DESIGN SUMMARY Floor Type: Root' Bm # Length ±Mu -Mu Mn Fy I . Beam Size • Studs ft Up-ft kip-ft kip-ft ksi 196 9.25 8.8 0.0 67.0 50.0 W12X14' u 335 28.17 55.3 0.0 458.3 50.0 W21X50 u 336 6.33 2.9 0.0 458.3 50.0 W2iX50u 488 43.17 128.4 0.0 1016.7 58.0 -* W27X84u 489 60.00 183.6 0.0 458.3 50.0 , ' W21X50 ii 490 48.67 131.6 0.0 458.3 50.0 .' W21X5() u 491 60.00 183.6 0.0 458.3 50.0 . I , 'W21X50 u 492 48.67 131.6 0.0 458.3 50.0 W21 X50 u 493 60.00 183.6 0.0 458.3 50.0 - W21X50 u 494 48.67 131.6 0.0 458.3 50.0 W21X50 u 495 47.00 133.8 0.0 1016.7 50.0 ' W27X84 u 496 48.67 124.3 0.0 458,3 50.0 W21X50u 497 45.66 226.7 0.0 1016.7 50.0' ., .W27X84 u . 498 35.49' 28.6 .. 0.0 . .277.1 50.0 W18X35 u . 500 3849 -71.5 00.277.1....500 \ 1$X35 w Floor Type \Iezz Brn # Length -i Mu -Mu Mnly Beam Size Studs ft hip-ft hip-ft hip-it ksi 166 991 92 00 725 500 ' \12\14 u '.167 .21.58 . 43.8 .0.0 '72.5 .50.0 .' W12X14u 168 3225 3622 00 4094 500 V16X31 u 34 V, ..-.169 ' '20.58 ." 92.9 -'0.0 -.2-30.8 50.0 ' W14X22 U 21 10 3225 2088 00 2798 500 \14X22 u 32 171 2533 2483 00 3366 500 \.\16X26 u 30 '112 j933 V 01) .2126 oo .' W14X22 u . , 20 , 173 .'' 21.58 ..119- ,' 0.0 298.8'. 50.0 . . W'l6X26 u 21 174 2533 2507 00 3269 500 Vv16X26 u 25 175 32 25 3504 00 4023 500 I \\16X31 u 32 176 .'4.67 ,. 0.0 ''. V:.. V Vj, 16.91 .23.6 '-8.0 .134.8 .50.0, W12X14'u 11 177 '.25.00 '110.5 00 ' 315.3 '.50.0." ' W16X26u 25 178 1600 277 00 1842 500 \V16X26 u 179 ".25.33 '.168.7 '.0.0 1 317.3 50.0 V16X26 u 25 V ..180 ... 28.00 ' 137.7 '.. 0.0 '.7379 -50.0 W14X22 u - 14 181 28.00 137.7 OM 232.9 50.0 W14X22 U 14 182 28.00 137.7 0.0 232.9 50.0 " . W14X22 u , 14 183 28.00 139.6 0.0 232.9 50.0 . W14X22 it 14 184 18.25 61.2 0.0 127.2 50.0 ' = . W'12X14 u 9 185 18.25 62.0 ftO 127.2 50.() ' ' W12X14 u RAM L1 Beam Summary RAM Steci 140701 0! DataBase: Carlsbad Oaks- Building S Building Code: IBC - 0 95 Page 2/9 10i14'15 12:02:0 Sled Code: A1SC 360-10 LRI-D ' •Brn # Length +Mu -Mu Mn Fy Beam Size Studs 186 1825 620 00 1272 500 \\ 12X14 u 9 187 1825 63.0 0.0 127.2 5 0. 0 W1-9X14 U 9 188. 21.25 43.3 0.0 72.5 50.0 \V12X14 u .. 1'89, * 21.58 80.3 0.0 137.7 50.0 W12X14 u 11 J90 21.58 80.3 0.0 137.7 50.0 W12X14 u 11 $ 191 21.58 . 80.3 0.0 137.7 50.0 W12X14u 11 192 . 21.58 80.3 0.0 137.7 50.0 W12X14 U 11 193 21.58 80.3 0.0 137.7 50.0 W12X14 u 11 ..... 194 • 21.58 79.2 . ,0.0 137.7 50.0 W12X14 it '1 95,: 7158 7 8. 3) 0.0 137.7 50.0 \Vi2X14 it 11 - 196 '21.58 80.6 0.01 137.7 50.0 W12X14 u. 11 197 . 21.58 8ft4 0.0 137.7 5 0. 0 W12X14 U ii 198 2158 803 00 i377 500 \\12X14 U 11 199 .21.58 79.2 0.0 137.7 50.0 W12X14 u U • ,200 4.67 0.0 -8.0 . 16.91 48.0 -8.0 134.8 50.0 W12X14 it 11 - 201 . 9.25 0.2 0.0 36.1 50.0 W12X14 it 20' 9 25 0 2 0 0 36.1 -0.0. \\ 12X14 u t.205 .33.33 . 341.4 0.0 470.5 .50.0. W18X35.0 33 206 33.34' 253 9 00 482 5 500 \V18X35 u 33 W 207 3333 3218 00 4705 50.0 \\ 1)ç35 it 33 r 208 1967 556 00 1383 500 \\'14X22 u 210 3658 2874 00 4739 500 \V18\35 u 36 211 1500 421 00 2105 500 \14\22 10 212 2158 859 00 2113 500 W14X22 10 ' 214 3658 2216 00 3132 500 'v\16\26 it 18 '.. 215 950 02 00 345 500 \\12X14 u 217 1500 227 00 1842 500 W16-X26 u 218 950 02 00 345 500 W12X14 it 219 1500 415 00 1383 500 \\14.\22 u 220 3658 2253 00 3132 500 W16X26 u 18 221 36.58, 2253 00 3132 500 \\16\26 u IS ' 222 • 3658 2299 00 3132 500 \\16X26 it 5 18 22 3 6. 5$ 220.7 0.0 313.2 50.0 . W16X26 it 18, 225 3658 2336 00 3132 500 \16X26 U 18 227 9751 02 00 330 500 W12X14 u 4 228 3333 3412 00 4636 500 \V18X35 u 33 33.34 .362.2 . . 0.0 .482.5 50.0 W18X35 ii 33 .230,333 3244 00 A-705 500 \\18X35 u 34 23 1317 178 00 1842 500 \\ 16X26 it 234 4 975 02 00 330 500 \\12X14 u •• .. . 235' 36.84 226.8 0.0 313.2 50.0 W16X26 U 18 236 . 3.84 289.3 0.0 474.1 50.0 W18X35 it 36 - -2.3 8 19.75.'. 57.0 0.0 138.3 50.0 W14X22 it .. 239 15.25 430 00 1383 500 \14X22 it 5 4 4, ' . 5 -- . . .. .I . . 4.. 'Beam Summary 96 . t,' RAM Steel 1407 01 01 - P4ne 319 RAM DataBase: Carlsbad Oaks- Building 4 ." . .110/14/15 12: Buildmg Code 113C Steel Code iSC '60-10 LW Bin # Length +Mu -Mu Mn F Beam Size' 'Studs 246 36.84 228.3 0.0 313.2 50.0 ,' W16X26 u . 18 247 36.84 228.3 0.0 313.2 50.0 .. W16X26 u ' -18 248 36.84 228.3 0.0 31 3.2 50.0 W16X26 u .18 249 36.84 , 228.3 0.0 313.2 50.0 . W16X26 ,u )-.-18 250 36.84 228.3 0.0 313.2 50.0 . W16X26 u 18 251 36.84 233.6 0.0 313.2 50.0 W16X26 ii 18 252 33.33 386.9 0.0 569.4 50.0 W21X55 u -- 12 253 33.34 224.2 . 0.0 463.2 50.0 - i W18X50 u - '12 ; 254 33,33- 325.5 0.0 462.3 50.0 .' -, W18X50 u 12 255 9.00 15.2 0.0 197.4 50.0 , '. ' W14X22 ti 9 256 '. 21.58 85.9 0.0 211.3 50.0 'NN 14X22 u " 10 257 30.58 161.7 0.0 233.1 50.0 , - . W14X22 u- 15 ., 258 30.58 233.6 0.0 291.7 50.0- '' . ' \V16X26 u . .15 259 15.25 43.6 0.0 138.3 50.0 . W14X22 u 260 30.58 240.3 0.0 290.8 50,0, .- ' W16X26 u - 15 261 30.58 234.4 0.0 291.7 50.0 ' . W16X26 ii , 15 * 262 15.25 43.6 0.0 13 8. 31 50.0 . W14X22 u . 263 3058 2381 00 '2913 500 \.\16X26 u 15 264 :30.58 .-1.61.7 -.0.0 :233.1 .50.0 '. . -W14X22 u- 15 265 900 85 00 1842 500 \16X26 u 26 7 467 00 00 725 500 W12X14 U 270 2000 929 00 1383 500- \\14\22 271 1533 440 00 13S3 500 '- W14\22 t. 272 2000 815 00 1334 500 \\14X22 273 1533 442 00 1383 500' ' \\14X22 u 274 '. 10.00 •- •• .0.5 .0.0 . 140.9 1 50.0 • • - W16X26 u j. 275 4 00 \\ 0 1 0 0 184 2 50 0 16X26 u - . . . 276 .1050 03 00 292 500 \'12X14 u 277 1083 03 00 218 500 \'\12X14 u 278 925 00 00 365 500 \8X1() 279 925 00 00 365 500 W8XI0 280 925 00 00 365 500 \8X10 attei SILe denotes beam failed tzess Lapaclty criteria . I - .--:. ---# after Size denotes beam failed deflection criteria. 'u pfter. Size denotes this iie has :been asiguec1 by th L sr t S 5 4 ' 1---' 0 • :- . • - . RAM SeL1 14 07 01 01 Beam Suiy Ptgc 4/9 . ,..RM DataBase: Carlsbad Oaks- Building A 10/14/15 12:02:50 Bwldmg(ode IBC Steel Code AISC 360 10 LRFD JOIST SELECTION SUMMARY: Floor Type: Roof .. Standard Joists: . .: Joist # Length WDL WLL WTL Joist .. 197 4867 1040 P99 339 10K9 u 198 , 467, . 104.0 129.7 233.7 301(9 u 199 48.67 . 104.0 129.7 233.7 301(9 u 200 ., 48.67 . 104.0 129.7 233.7 301(9 U 201 48.67 104.0 129.7 233.7 30K9 u 202 .' 48.67 . 104.0 129.7 233.7 30K9 u 48.67 . 104.0 1.29.7 233.7 301(9 u '204 48.67 104.0 129.7 233.7 301(9 u S 205 .48.67 •. 104.0 129.7 233.7 301(9 it 206 . 48.67 104.0 129.7 233.7 301(9 u '. 207 48.67 104.0 129.7 233.7 30K9 u .' ',,. 20$ -, 48.67 104.0 129.7 233.7 301(9 u -' . • 43:67 . . 104.0 . 129.7 . . .233.7 301(9 u 210 18.671040 1297 2337 301(9 u 211 4867 1040 1297 2337 30K9 u 212 4867 1040 1297 2337 301(9 u 213 4867 1040 129 2337 301(9 u 214's 4867 1040 1297 2337 301(9 u 215 4867 1040 I29 233 7 30K9 u ..216 4867 1040 1297 2337 30K9 u 217 4867 1040 1297 2337 301(9 u 218 4867 1040 1297 2337 301(9 u * .219" 43.67 ," 104.0 ''129.7 . . .233.7 30K9 U . 220 48.67 104.0 129.7 233.7 301(9 u 221 6000 1360 1155 2515 30K12 222 6000 1360 1152 2512 30K12 223 6000 * 1360 1152 2512 301(12 . ,. 224.........6O.00 . 136.0 . .". 115.2 ,. '. 251.2 301(12 ' , . 225 60.00 . 136.0 115.2 251 -2 301(12 226 6000 060 1152 2512 301(12 227 600() .1360 1152 2512 30K12 / 228 6000 1360 1152 2512 301(12 * 229 6000 1360 1152 2512 301(12 230 6000 1360 1152 2512 301(12 231 6000 1360 1152 2512 30K12 232 6000 1360 1152 2512 301(12 2 33 3 6000 1360 1152 2512 301(12 234 . 60.00 136.0 115.2 251.2 301(12 : 235 ' ' 60.00 • 13 6. 0 115.2 251.2 301(12 236 6000 1360 1152 2512 301(12 u . . , . . ....... . a. - - r - 1 , ri Summa 98 RAM Steel 14.07.01.01 . .. . Page 5/9 RAM Data13ae Carlsbad Oaks-Building A 10/14/15 12 Building Code: IBC .. Steel Code: AISC 360-10 L Joist # Length V DL WI L %% IL Joist 237 60.00 136.0 115.2 251.2 30.K12 .'u 238 60.00 136.0 115.2 251.2 30K12 . : 239 60.00 136.0 115.2 . 251:2 30K12 Li 240 60.00 136.0 115.2 251.2 30K12 241 60.0() 136.0 115.2 2512 30K12 . . 242 6000 1160 1152 2512 301(12 243 60.00 136.0 115.2 - 25 1. 2 301(12 244 60.00 136.0 115.2 .251.2-30K1 , 247 48.67 117.0 .137.2 254.2 30K9 u. 248 60.00 117,0 1188 235.8 301(12.. u '•- 253 48.67 117.0 137.2 254.2 301(9 - u '44 254 60.00 117.0 118.8 .,2 35.8 ,30K12 255 60.00 117.0 118.8 235.8 301(12 * . 256 48.67 117.0 137.2 2.54:2 :, 301(9 . u 257 48.67 ' 117.0 13 7. 2 254.2 301(9 .. u , 258 60.00 117.0 ' 118.8 235.8 301(12 u. 259 60.0() 117.0 118.8 . 235.8 30K12 . u 260 48.67 117.0 137.2 .254-2 301(9 u 279 4867 1040 1297 2337 301(9 u 280 6000 1040 1152 -2192 301(12 u 281 . .457 104.0 •... . .1.29.7 301(9" ., . . 282 4867 1040 1297 23 1010 u 283 4867 1040 1291 2337 30K9 u 284 4867 1040 1297 233 30K9 u 285 6000 1040 A152 2192 30K12 u 286 6000 1040 1152 2192 30K12 u 287 6000 1040 1152 2192 30K12 u 288 6000 1040 1152 * 2192 10K12 u ..289 4867 1040 129 2137 30K.9 * u 290 4867 1040 .1297 2337 301(9 U 291 48.67 .104.0 129.7 233 7 301(9 u 292 4867 1040 1297 2337 30K9 u 293 6000 1040 1152 2192 301(12 , u 294 6000 1040 1152 2192 301(12 U 295 ......60.00 104.0 ................115.2 .............219:2 30K12 u. 296 6000 1040 1152 2192 101(12 u 297 48.67 104.0 129.7 233 301(9 u 298 6000 1040 1152 2192 30K12 u 299 ••.......48.67 • ..104.0 129.7 ,233.7, 301(9 'u 300 4867 1040 1297 233 301(9 a U r 301 302 4867 48.67 1040 104.0 129 129.7 233.7 233.7 • 30K9 301(9 ' u 303 60.00 104.0 115.2 219.2 30K12 u 1 Ll . 304 - 60.00 104.0 115.2 219.2 -.30K12 ' U ' 305 6000 1040 112 2192 30K12 u - I-,. S 'A .. . .. FiI RAM Beam Summary 99 Steel 14.07.01.0I Page 619 DataBase: Carlsbad Oaks Building A 10/14115 12:02:50 ... Building Code: IBC Steel Code: AJSC 360-10 LRFD - Joist # Length WDL WLL WTL Joist 306 60.00 104.0 115.2 219.2 301(12 U 307 48.67 104.0 129.7 233.7 301(9 U :. •' 308 48.67 T104.0 129.7 233.7 30K9 U 309 . 48.67 104.() 129.7 233.7 30K9 u 310 48.67 104.0 129.7 233.7 30K9 u P311 - .60.00 104.0 115.2 2 19. 2 301(12 u ". 312 . 60.00 104.0 115.2 219.2 301(12 u - •'-. 313' , 60.00 - 104.0 115.2 219.2 30K12 u 31'4 60.00 104.0 115.2 2 19 .22 301(12 u . .' . . "315 48.67 104.0 129.7 233.7 30K9 u :.. - 316 60.00 104.0 115.2 219.2 30K12 u 319 • 48.67 . 104.0 129.7 233.7 301(9 • 320 -60.00 104.0 115.2 219.2 30K12 u • ' . 321 48.67 104.0 . 130.9 234.9 30K9 U - 322 - 60.00 104.0 115.2 219.2 301(12 u . 323 43 17 1360 1367 272 28K8 u 324~ 433.17 136.7 136.0 272.7 281(8 u 325 ..43.16 136.0 . 136.8 -272.8 261(9 u 326 3849 1360 1427 2787 2610 32 43 17 1360 1367 2727 281(8 u 329 4867 110 1372 2542 301(9 u 330 4867 1170 1372 2542 301(9 u 331 6000 1170 1188 2358 301(12 U 332 . .60.00' -. 117.0 -. .118.8 .' . .235.8 301(12 u 333 4317 153 0 146 1 299 1 281(9 u 334 43.17 ...153.0 -146.1 ...299.1 281(9 338 43 17 153 0 146 1 299 1 281(9 U 339 43 17 b3 0 16 1 299 l 281(9 u 340 `21.5 8 1530 1800 3330 161(3 341 43 16 13 0 146 1 299 1 261(10 u 342 , 2 58 1360 1600 2960 16K2 ..343 4867 1040 1297 2337 301(9 u - ..'. 48.67 - 104.0 . - .129.7 '. 233.7 301(9 u 345 48,67.1040 1291 2337 301(9 346 4867 1040 1291 233 1 301(9 u 347 4867 1040 1297 2337 3 O9 u 348 4867 1040 1297 2337 30i(9 u 349 486' 1040 1297 233 301(9 u 350 4867 1040 1297 2337 301(9 u 351 6000 1040 1152 2192 301(12 Li 352 6000 1040 1152 2192 301(12 U 353 . 60.00 , 104,0 115.2 219.2 301(12 u 354. ' 60.00 - 104,0 115.2 219.2 301(12 u 355 - . 60.00 - 104.0 115.2 219.2 301(12 u 356 6000 1040 1152 2192 30K12 'a , - - :' • 4 . . . . 'S.. • . - S . Beam Summary .. 100 RA\'1 Steel 14.07.01.01 Page 7/9 RAM DataBase: Carlsbad Oaks- Building A . . .: 10114/15 12: L Biu1din Code IBC Stecl Code AISC 360-101 Joist # Length WUL WLL WTI, 'Joist 357 6000 1040 1152 2192 301(12 u 358 60.00 104.0 115.2 219.2 30K12 It 359 43.17 136.() 136.7 .272.7 281(8 ii 360 43.17 136.0 136.7 .272.7 28K8 361 43.17 136.0 136.7 272.7 28K8 u 362 43.17 136.() 136.7 272.7 28K8 '. u .363 43.17 136.0 136.7 272.7 28K8 U 364 43,17 136.0 136.7 272.7 28K8 .. u 365 43.17 136.0 136.7 272.7 281(8 u 366 43.17 136.0 136.7 '272.7 281(8 u 367 21.58 13 6. 0 160.0 296.0 161(2' 368 21.58 136.0 160.0 . 296.0 161(2 369 21.58 136.0 160.0 296.0 161(2 370 21.58 136.0 160.0 296.0 161(2 . . . 371 21.58 136.0 160.0 1 296.0 16K2 ' 372 21.58 136.0 160.0 296;0 16 K22 . 373 21.58 136.0 160.0 296.0 161(2 374 21.58 :136.0 . .. 160.0 296.0 161(2 ' 375 376 . 21.58 :. 21.58 . 1533.0 136.0 . 180 0 .. 160.0 . 33.0 .:,296.0 16K3 16K2 . 377 2158 1530 1800 3330 161(3 378 2158 1530 1800 3330 161(3 379 43 17 153.0 146 1 299 1 281(9 u 380 2158 1360 1600 2960 16K2 381 2158 1360 1600 2960 16K2 382 2158 1360 1600 2960 16 K'22 383 2158 1360 1600 2960 16K2- .3811 2158 1360 160.0 2960 161(2 385 21.5 1360 1600 2960 K-2 .16 386 21 58 136.0 160.0 .296.0 161(2 387 2158 1360 1600 2960 .1 6K2 388 '.. 43.17 .136.0 . 136.7 '.'.272.7 281(8 .Ll 389 43 17 136 0 136 7 272 7 281(8 u .390 43.17 136.0 136.7 272.7 281(8 ' u 391 4317 1360 1367 2727 2SK8 u 392 ... .43.17 . .. 136.0 .136.7 . 272.7 281(8 393 43 17 1360 1367 2727 281(8 U 94 " 4317 1360 1367 77 28KS u 95 4317 . 1360 ' 1367 5... .77 7 8K8 U 396 43 1 1360 1367 2,2 / 2Sk$ U 404 405 4867 48.67 1040 104.0 1291 129.7 2337 .' 233.7 301(9 301(9 . u 406 48.67 104.0 129.7 233.7 30K9 407 48.67 104.0 129.7 . 233.7 301(9 ' u 408 48.67 104.0 129.7 ' 233.7. 30K9 VI\II Beam Summary RAM Steel 14 07 01 01 .. .. um 11 DataBase: Carlsbad Oaks- Building A Building Code: IBC Joist# ' Length WDL WLL WTL Joist 409 48.67 109.4 133.0 242.4 301(9 r 411 60.00 104.0 115.2 219.2 30K12 412 60.00 104.0 115.2 219.2 30K12 413 60.00 104.0 115.2 219.2 30K12 414 . 60.00 .104.0 115.2 219.2 30K12 415 60.00 104.0 11.5.2 219.2 301(12 .416 60.00 . 109.4 11.7.0 226.4 301(12 418 . . ., .4317 136.0 136.7 2 72. 7 28K8 f . 419 43.17 ,. 136.0 136.7 272.7 281(8 . 420. 43.17 136.0 136.7 272.7 281(8 421 43.17 . 136.0 136.7 272;? 281(8 422 43.17 136.0 1136.7 272.7 28KS 423 43.17 1431 140.8 283.9 28K9 .425 43.16 136.0 136.8 272.8 26K9 . . . 426 43.16 136.0 136.8 272.8 261(9 427., 43.16 . 136.() 136.8 272.8 26K9 . •. 428 43.16 136.0 136.8 272.8 26K9 . .429 . 43.16 .. . 136.0 . . 136.8 . 272.8 26K9 430 . 43.16 .. 143.1 .. .. 140.8 ... 283.9 26K9 437 4867 1040 1297 2337 30K9 438 4867 1040 129 233 301(9 439 4867 1040 1297 233 1 30K9 440 `48.67 104 0 1297 2337 30K9 441 4867 986 i260 2246 30K9 442 6000 1040 1152 2192 30K12 443 6000 1040 1152 2192 30K12 .444 . 60.00 104.0 . 115.2 .. 219.2 301(12 445 '60.00 104.0 115.2 019.2 301(12 446 6000 986 1130 2116 301c12 447 43 17 1360 1367 272 7 281(8 448 '13,17 1360 1367 2727 281(8 449 4317 1360 1367 2727 2 8 K 8 450 4317 1360 1367 2727 281(8 4. 451 . 43.17 128.9 132.4 . 261.3 28K8 452 3849 1360 142 1 27 26K7 . ..... . .. 453 . 43.16 .136.0 . .. 139.4 275.4 261(9 454 43 16 136 0 136 8 212 8 261(9 455k 43-16 136.0 136 8 .272.8 261(9 456 43 16 128 9 132 4 261 3 2oK9 458 43 17 155 8 118 9 304 28K9 468 43.17 , 136.0 136.7 272.7 28K8 469 43.17 . 136.0 13 6. 7 272.7 28K8 / . 470. . • 43.17 136.0 136.7 272.7 28K8 471.. 43.17 138.8 138.4 277.2 281(8 : 472 1849 1160 1427 2787 261(7 101 Page 8/9 10/14.15 12:02:50 Steel Code: AiSC360-10 LRFI) u U U U U U U . U U - U • U U U U U. 1- '. U : •, u , U . • U Li U U 4 u 4 4, . U • U . • U . U U u - • ••: ' .-, U . .. . . U. U , Beam Summary l 102 t RAM Steel 140701 01 Page 9,9 RAM DataBase: Carlsbad Oaks- Building A '' Building Code: IBC .. l0/14/15 12:00 Steel Code: AISC 360-10 L Joist # Length WD'L WLL WTI, Joist 473 38.49 136.0 142.7 278;7 26K7 ' 474 38.49 136.0 142.7 278.7 261(7 475 38.49 138.8 144.6 283.4 261(7 . 4 477 60.00 119.1 119.4 238.6 30K12 ' 478 39.03 104.0 145.1 249.1 .240 . 479 30.00 104.0 156,8 260.8 20K4 480 20.97 95.1 146.4 253.1 I4KISP" . 482 60.00 104.0 115.2 2 19. 2 30K12 ' 483 60.00 104.0 115.2 219.2 301(12 . ,it 484 60.00 104.0 115.2 219.2. 30K12' 485 60.00 106.1 116.0 222.1 30K12 u Special Joists: Joist Length -M Joist Size .' .'. , . ... 167 47.17 377.7 .0.0 XXGSP . '168 66.83 758.'! 0.0 XXGSP . . -. 169 5000 4238 00 XXGSP 170 ' . ' 50.00 . .. .423.8 . 0.0 . XXGSP . . ... . ' 171 5000 4238 00 XXGSP 172 5000 4238 00 XXGSP 113 5000 438 00 XXGSP 174 5000 4238 00 XXGSP 175 5000 4655 60 XXGSP 176 5000 4655 00 XGSP J7'7 5000 4655 00 XXGSP 178 4900 4487 00 XX(SP 179 4933 4210 00 XXGSP - ..180 4.7. 17 92.6 0.0 XXGS1 181 6681 7679 00 XXGSP 182 5000 4293 00 xxosr' - 183 5000 4293 00 XXGSP 184 5000 4293 00 XXGSP 1:185 ''50.00 429.3 0.0 XXGSP ..................186 ..............50.00 .............331.6 ....................0.0 ....,...XXGSP ' . •. . I87 5000 3316 'XXGSP- 190 50.00 '192.9 .0 .0 XXGSP - 191 5000 2929 00 XGSP 192 4950 3836 00 XXGSP 193 6450 6497 00 XXGSP .476 41.58 ..' 220.8 .... '0.0 '.XXGSP 481 11.94 3.8 0.0 XXGSP 486 44.66 299.4 0.0 XXGSP ' after Size denotes joist is inadequate U after Size denotes this size has been assigned by the User. .4 4 __- - •. I.•_ ' ZC • . .............. — W e).e a>r' ;:•r; •' - - ---------------------- Ow ------------ - . • — — iac - • •___:_ . • - - . >.Ot 4.1 • cc WNw I.41. . a - • .;a Z.4 • - - . - •-• a S _•_)Io____ -. - • . • 1l4:- .4lil: sc - -------- -: -:- -. 4A - )ICa •• • • . • • 4)W i44t sAX . ............ --•.-.--••- - 41 11 ". •. ? . . • 1 • • ••• • I 4.41 :. . • •. • • •• • si Ri .4)aI). • . -........ .3_---- .• . . • • )4.• •- —.— - -- --- ----- . CIO nz 0 —----..• ..... ..... OV - ,•.•............_i : - .. . - .. • • • . ...• ............. - — —•.G Ia - ............... ............-........:1 Ian. ..• ...-• .. la__i -- El),C iL r........... C') .• . -.......... ................... ....... -- ._-- . a_s ;;- ............. .. ........ zo - -- . ----- -...—.•-. .. . 1 . 5I ---p --- - _•,_ FIo Maj RAM S(cd 1 4070101 RAM Datal3ase: Carlsbad Oaks- Building A . . .. . Building Code; mc . . Floor Type: Roof . . . . .• 10/13/)5 16:23:50 Sleel Code: AISC 360-] 0 LRFD )!] H . 1G .. i7t) . . 1'2 '. .1 7.1 I H L _ I I F 1 JIP I! 11: 14 L__ 1 I- t\II 62 - LI I Ii . . ,:r•l.- . . .......TT ly I I I 4. 71 ' - S FI'Map V RAM SILLI 14 07 01 01 DalaBasc Carlsbad Oaks- Building A I 0113'! S 16-23:56" RAM - Buildmg Code 113( Steel Code A1SC 360-10 1 RFD --- . 1- . .. - . .• - .- - IJoor Type: Roof - - - ti ' ii i ii - 'rr, - • .. :- , - .•. - - -.• I ;-. - • • • - - •_.. --. * - -• •, 7 -' - . • • . ¶ . : • - - • • . •.• " .4 • • - :-- - rri W RAM Sled 14 07 01 01 RAFA DataBase: Carlsbad Oaks-Building A 1 Building Code: IBC Page 2/2 10/13/15 16:23:50 Steel Code: AISC 360-10 LRFD Surface Loads S S S S S I 'ibel DI CDL 11, Reduction PLL (LL Mass Dl psf psi psi Type psf psi psf Roof- Warehouse 1.0 0.0 20.0 Roof 0.0 0.0 1 3.0 Roof- Office .17.0 0.C) 20.0 Roof 0.0 0.0 17.0 4 - • 4 - 4 4 4 t F 5,- 4. 4 * 4 . '. • - 5- - _ •'. -' ---- - - -5' .,- S '4' 0 -1 '' - - 4 - 1\4 Steel 140701 01 - RAM DalBase Carlsbad 1bad Oaks- Building A 4 10 IllS 12 02 So Building Code; IBC. Steel Code: A]SC 360-10 LR1) OOI Type: Mcie F -. --- - -------- - .1 I V4XO1 45 4') II i I Ni i ii ' •' : 1 1V j Ho Map IS V RAM Ske1 1407 01 01 !AM I)ataBae Carlsbad 1had Oaks- Building A 1011 14/1 c 12:0 2 50 J Building Code: 1BC : : . . Steel Code: AISC 360-10 LRFD Hoor Type: Mezz 1.7 I - - - 2 2 j I - .27.I/ I J I I 1 I ... 1 9 I - 1.-I I 1 I - 1,0112 - "1 ~17 J, 1H I U Is - 4 5, - - - • 55 • - - - S 4- :, - S • 1 S - .5 - S .... ..... Flo ap RAM Steel 14070101 RAN DataBase: Carlsbad Oaks- Building A : Building Code: IBC S - Page 2/2 10/13/1 5 16:23:50 Steel Code: AISC 360-10 LRFD Surface Loads S Label DL CDL LL Reduction PILL CLL Mass DL psi psf psf Type psf psf psi ElilMil' MC77 Load '36.0 ..,29 .0 50.0 Reducible 15.0 0.0 36 () * .5 • 4' j-' I 2 5 L. 4- - -5-, . -- - ( r I • -' a, - V S a-. - * a -4 • - - -5- 5 -'5'- _•5 - -- -- 3 - '5 a , a ' a, a I 0 - 47..5 - a - -. - 1& - .- - -- - -. - - - .- '- -. .- _ - - -.--- - - I e- 4._ - - 2 1 - flo jp t —RAM :Steel 14.0.01.01 Page 2/2 IRA M I)ataBase: Carlsbad Oaks- Building A 10/13,15 16:23:50 LJ Building ode: JBC Steci Code A1SC )60-10 LR1D Point Loads S I ibd DL CDL I L Reduction PLL (LL Mass DL kips kips kips Type laps laps hips • Stair Load 1.000 0.000 2.000 Unreducible 0.000 0.000 0.000 P2 Main. Stair •: :6.0() 0.000 9.00() Unreducible 0.000 0.000 0.000 * -- "4- - -St 4 '. 44 4 - .4 --S •.. 4.. . - 4- . - .4- p 4 • '4 4 4. 4- a. — 4 • 5 44 - •-, S •, , - * - .'.. I'.) 4 • . • .4 :--•'. Standard Joist Selection 113 RAM Steel 14.07.01.01 i- i :.. IRAM L_ J DataBase: Carlsbad Oaks- Building —1YP Building Code IBC 07./29/15 09:54:49 Floor Type: Roof Beam Number 455 :. SPAN INFO Rf IATION (ft): 1-End (82.33,0.00) i-End (82.33,43.16) Joist Size (Optimum) = çi9J Total Beam Length (II) 43.16 LINE LOADS (k/ft): Load . Dist DL . LL Red% Type Part., 1. OMOO 0.136 0.160 14.5% Roof 0.000 43.160 0.136 0.160 0.000 2 0.000 0.000 0.000 --- NonR 0.000 ,43.160 0.000 0.000 0.000 . Maximum 1otal Unif Load at any location (lbs/ft): 272.8 Maximum Allowable Total Urnf. Load at any location (lh ti) 550.0 Allowable Stress Ratio: 1.00 1ksi_gn Loads Allowable Loads (lbs fi) Dead: 136.0 .. LI\c 2464 Total 229 2839 MOMt1S Span Cond \loment lap-fr Cenfu -'- 63 5 21.6.. REACTIONS (hips) - Left Right .. . DL reaction .. .. 2.93 •. 2.93 . S . Ma '-LL reaction 2.95 .....2.95 Max rttal iLictioll 5.89. 5.89 S.. .. DEFLET1ONS .. Dead load (in) 1 .191 LD 435 Li load (in) = 1.198 L D = 432 lotal load (in) 2 389 I D = 21 • r •:' S ...........................S - S tv * S - f' . S - . o Standard Joisectioñ 114 I V RAM Steel 14.07.01.01 1 -fri AM DataBase Carlsbad Oaks- Building A - 0804 15 8 : -50 Ruildtng Code IBC cFZ /ee (r ,L Floor 1%pe Roof Beam urnber=341 SPAN INFORMATION (ft): I-End (ilO) J-End (154.33,43J6) •. Joist Size (User Selected) . 26K.jJ Total Beam Length (ft) = 43.16 LINE LOADS (klft): Load Dist DL LL Red% Type . -FrtL' 1 OMOO 0.153 0.180 188% Roof 0.000 . .. .4 43.160 0.153 0.180 0.000 2 0.000 0.000 0.000 --- NónR 0.000 - 43.160 0.000 0.000 . 0.000 Maximum Total Unif. Load at any location (lbs/ft): 299.F . . . Maximum Allowable Total Unif Load at any location (lbs/fl).: 550.0 - . . Allowable Sr es Ratio: 1.00 Dign Loads A1loablc Loads (lbs 11) 4 Dead: 1.53.0 - ., t • . - Live: (TT 2894 £ Total c21 • '-MO.MENTS:.. . . . . .. .• t- . ..............................................:. •,• . . '.. . Span Cond Moment . •• • . . . . kip-ft ii Center Max - 69 6 21 6 - •.. . RLACTIO)S (hips) Left Right * -4 DL reaction ..3.30 3.30"_-.,. Max—LL react' 3.15 3 15 Max —total leaLtton 6 45 6 45 DEFLECTIONS Dead load (in) = 1 .141 LD 451 Live load (in) = '1.089 '.L !.'"D - 475 Total load (in) = ),,>-0 UD = 232 - • • . • a-.. Standard Joist Selection 115 RAM Steel 14.07.01.01 .........RA DataBase: Carlsbad Oaks- Building I •-YP O~T I 1 07/29/1 5 09:54:49 Building Code: IBC / PoF Floor Type: Roof Beam Number = 365 SPAN INFORMATION (ft): i-End (19Q 3.16) J-End (190,33,86.33) Joist Size (User Selected) = 281(8 Total Beam Length (fl) = 4.l7 LINE LOADS (k/it): Load Dist DL LL Red% Type PartL 1 0.000 0.136 0,160 145% Root 0.000 I: 43. 1.70 0.136 0.16() 0.000 .• 2 0.000 0.000 0.000 •-- NooR 0.000 - 43.170 0.000 0.000 0.000 Maximum Total Unif Load at any location (lbs/fl): 272.7 Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0 - - • . ' , -. Allowable Stress Ratio: 1.00 'V .. Dt.sign Loads Allowable Loids (1b Ii) Dead:- Le 2654 . 1 Total 1 77_, 8 L 8 MOMENTS F Spia CuflcL Moment 4 jr ip4 ft Center \iax I 63 5 21 .,.6 4 .4 REACTIONS (hips) Left- . .. .. .. ... . .Right DL reaction 2 94 —.2.94 - Max —LL reaction .2 .95 ...2.95 Max —total mction 5.89 5.89 a , DFJ'LLCTIO'IS Dead load (in) = 1106 1/D 468 Li load (in.) = 1112 LiD - 466 ']otalloact(mn) - 221S L1D = 234 .- I- 4 . .......................................-. V 4 4 .. Standard Joist Selection 116 RAM Steel 140701 01 ' Ttt' I —y- k' 1 RAM DitaBase Carlsbad Oaks-Building A .5 -r - ode IBC / og 04 15 08 3 / -7' Building C Floor Type Roof Beam Numbei - 338 SPAN INFORMATION (U) I-End (254 343 16) 3-End (254 33,86 3) Joist Size (User Selected) = 18K Total Beam Length (fl) 43 1 7 1 LINE LOADS (lc/ft) Load Dist DL LL Red% Type PartL 1 0.000 0.153 0.180 18.9% Roof 0.000 . y 43.170 0.153 0.180 0.000 .. 2 0.000 0.000 0.000 --- NonR 0.000 5 43170 0.000 0,000 0.000 Maximum Total Urif. Load ài any location (Ibs'fl) _299.1, Maximum Allowable Total Unif. Load at any location (lbs/fly: 550.0 Allowable Stress Ratio: 1.00 . . . Design Loads Allowable Loads (lbsifl) . • :. Dead: 153.0 . . . I .. • LI\c (j46 2877 Total: 29'N 3066 MOMENTS Span Cond Moment '.kip-ft ft Cim..i Max I- 69 7 21,6 - REACTIONS (hips) I eft Right DL reaction ...3 ,30 3 30 Max —LL reaction 3 15 ..).15 \1a'.4-total redcuon 6,46 .6.46' DEFLECTIONS: Dead load (in) = 1.148-'LID 451 Live load (in) = 1096 L1D 473 p Totalload(m) 2244 LD 2l .. . I 5 - .5 .5. ............................................................5. .5. ... .5 . ............................................. . 1.• . - . _5 I. • .5 •1' Standard Joist Selection 117 RAM Steel 14.07.01.01 .-, . IRAM DataBase: Carlsbad Oaks- Building A - - V . 08/04/150:3 5:19 I Building Code IBC -Floor Type: Roof Beam Number = 384 • SPAN INFORMATION (ft): 1-End (406.33,64.75) J-End (406.33,86.33) • -. Joist Size (Optimum) = 02 V Total Beam LengTh (ft) = 21.58 • LINE LOADS (kfft): :VLoad Dist DL. LL Red% Type PartL 0.136 0.160 0.0% Roof 0.000 2•580 0.136 0.160 0.000 0.000 0.000 . 0.000 --- NonR 0.000 - 21.580 0,000- 0.000 0.000 Mtximuth Total Unif, Load at any location (lbs/fl): 296.0 V Maximum Allowable Total Unit'. Load at any location (lbs/fl) : 550.0 V - Allowable Stress Ratio: 1.00 - 'V ' Design Loads Allowable Loads (lbs/ft) -. Dead: 136.0 Live (ao 35 8 ,Total.(9t\ 3156 MOMENTS;. Span Cond Moment (, lup-ft ft Center Max .1.7.2 10.8.. REACflOS(kaps) * Left Right DL reaction 1.4" Max --LL reaction 1.73 -'-'1.7' Max -rtotalreaction 319 319 DEFLEC11OS Dead load (in) -= 0.415 L D - 624 Live load (in) - 0488 L.--;D 531 '1ota1lod (iii) 0.903 L D = 28 -V. s - V - -----V V •V. •V • - -----V . A - , V - , Standard j9ist Selection RAM Steel 140701 01 RAM DataBa Cdllsbad Odks- Building A.- / / 'J . 0804a1 Building Cod. H3C 'i Floor Type Roof Beam Number =377 SP4LI\ INFORMATION (It) I-End (454 3364 75) J-End (454 33,86 3) Joist SILL (Optimum) - 1 3 Total Beam Length (ft) = 21.8 . LLNE LOADS (klft): Load Dist DL LL Red% Type Part]., 1 0.000 0.153 0.180 0.0% Roof 0:000 21.580 0.153 0.180 0.000 2 0.000 0.000 0.000 --- NonR 0.000 21.580 0.000 0.000 . 0.000 Maximum Total Unil Load at any location (lbs/fl) : 33310 :4 Maximum Allowable Total Unif Load at any location (lbs/ft) : 550.0 Allowable Stress Ratio: Design Loads Allowable Lod (lbs i) Dead: Lie Ci800 3944 Total 351 * MOMENTS Span Cond Moment kip-1 Il Ccntei Ma\ 19.4 10 8 RLCT1O1 S (kips) Left Right c DL reaction 1 65 .1 65 Max LL icacuon 1.94 1.94 Maxrtotfl iaction 3 59 359 DEFLEC1IO'\S Dead load en) .0.419 LI) - 619 Live load (in) = 0 492 L I) - 526 - Total load (11) 0.911 LD = 284 ...... .. ,. k •• ' floor Type Roof Beam Number —413 SPAN iFORMATiON(ft):' I-End (130.3386.33) J-End (130.33,146.33) • Joist Size (User Selected) • . Total Beam Length (fi) = 'LINE LOADS (k/ft): Load ,. Dist '-DLj LL Red% Type PartL 1. 0.000 0.104 0.160 28.0% Roof 0.000 •••• .60.000 0.104 0.160 0.000 .•i• ., 0.000 0.000 ' 0.000 --- NonR 0.000 - 60.000 0.600 0.000 0.000 * . ..• . Maximum Total Unif. Load at any location (lbs/fl): 219.2 ' Maximum Allowablel'otal Unit Load at anv location (lbs/fl): 550.0 Allowable 5.tress Ratio: 1.00 Design Loads A110 ab1 Loads (lbs ft) '. Dead: .. 104.0 t1 ç it52 1S6 0 iota! T9 2480 MOMENTS Span Cond Moment Laph ft center Max +98 6 30 0 REACTIONS (kips): Lift Right Di reaction 3 12 12 Max -i-LL edition 3.46 3 46 Max—total leditlon 6.58 .6 .58 ....... DEFLECTIONS: .. ... .. : •, -.•Dead1oaa(in) . '= 1.677 L/D = 429 .• Li ve load (in) = A.858 L D = 37 ota1 load (in) 3,536 L1D 204 .• ••.• - r , -- ..' -. Standaid Joist Selection . I V RAM Steel 14.07,01.01 MI DataBase: Carlsbad Oaks- Building 1 Ruilding Code: ll3C 119 : 07129/15 09:54:49 Standard Joist S1ection 120 RAM SIcLI 14.07.01.01 AM.DataBase: Carlsbad Oaks- Building A ._ii'P TCR cT 1 1; ' 07-0/15 1 1:( Bwldimz Code 113C Floor Type Roof Beni Number = 332 SPAN INFORMATION (ft) 1-End (1-54.33,86.33) i-End (154.h,'146-33) Joist Size (User SeIecteci Total Beam Length (It) = LINE LOADS (hilt) Load .Dist DL LL Red% Type PartL 1 0.000 0.1 17 0.180 34.0% Roof 0.000 60.000 0.117 0.180 . 0.000 2 0.000 0.000 0.000 --- NonR 0.000 60.000 0.000 0.000 0.000 Maximum Total Unif Load at any location (lbs/fl): 235.8 -. Maximum Allowable Total Unif. Load at any location (lbs/fl) : 550.0 . ., . . ., .•. ., Allowable Stress Ratio: 1.00 Design Loads Allow able Loads (lbs '11) Dead: Lie çii8\ 1860 - I Total: 2480 MOMENTS .. Span Cond Moment ki p-It it Center Max -r 106 1 3.0 .0 REACTIONS (kips): Left Right DL reaction 351 351 Ma\ —LL reaction .3-56 3.56 ' Max —total reaction 7.07 .7.0 7 DLFLECIIONS Dead load (in) 1 88" L D - 382 Live load (iii) 1,916 Lib e 36 Total load (in) — 3.803 LID 189 I p M -I Standard Joist Selection 121 I RAM Steel 1407 01 01 - Data13ase: CarisbadOaks- BuildingA 07/30/15 1.1:01:52 Building Code IBC ( Floor Type Root Beam Number = 230 . SPAN INFORMATION (ft: I-End (8L3.3.8633) J-End (84.33,i 46.33) . Joist Size (User Selected) =\0Ki2 Total Beam Length (ft) = 60.00 LINE LOADS (ldft Load Dist DL . LL Rcd% Type PartL 1. 0.000 0.136 0.160 28.01X0 Roof 0.000 60.000 0.136 0.160 0.000 2 0.000 0.000 0.000 NonR 0.000 I 60.000 0.000 0.000 0.000 Maximum Total Unif road at any location (lbs/fl): 251.2 . . Maximum Allowable Total Unit Load at any location (Ihs'ft) 550.0 Allowable Stress Ratio: 1.00 Design Loads A11owb1e Loads (lbs/It) Dead; . 136.0 - r-----•-- . . . S 0 Lie 112 1860 / Total (251, 24 0 . ... . . .. . . . MOMENTS Span Cond Moment kip-ft ft -. Centr Max± •. . .113.0. 30.0 . RE4CTJ0\S (hips) Left Right DL reaction 4.08 4.08 lkfiax -' LL reaction 3.46 3 46 Max —total reaction 7.54 .7 .54 DEFLECTIONS' 4 ..'.,.-...Dead load (in) . 2.194 328 the load (11'i) - A-858 LID = 387 Total load (in) 4.052 LID 178 S. • .• 0• • I , -. 0 . . S 'S. 5- .04 • . . •: • - .1 4 I - 'Standard Joist Selection . • 122 fill RAM Steel 14.07.01.01 Rijm DitaBas Carlsbad Oaks- Building I —TY,° To 6729/15 09 Building Code ]F3C Floor Type: Roof Beam i\urnbei = 408 SPAN INFORMATION (ft 1-End (114 33146 33) J-Fnd (114 33 195 00) Joist Size (Usci SJ.ctcd) -=0K9 \ Total Beam L.ength(ti) ="IM . ..' ' LINE LOADS (klft) Load Dist DL LL Rcd% Type PartL 1 0.000 0.104 0.160 18.9% Roof 0.000 . 48.670 0.104 0.160 0,000 2 0.000 0.000 0.000 --- onR 0.000 48.670 0.000 0.000 0000 - Maximum Thtal Uriif. Load at any location (lbs/fl) : 233.7 .4 .. Maximum Allowable Total Unifi Load at any location (lbs/fl) : .550.0 Allowable Sues Ratio 1.00 Design Loads All Load (1bsI) '. Dead: 104.0 . . Live 9 7 T') 2'00 Total ('23 258 6 MOMENTS Span Cond Moment kip-ft ft I Center Nlax - 69 2 24 3 REACTIONS (kips): Left Right DL ie'tcticm 2.53 2 53 Max rLL reaction -.16 3.16 Max -total reaction 5.69 - 5,69-1 1 DEFLECTIONS:: Dead load (in) 1101 LD - List load (in) 1.3 7 3 —L D - 425 Total load (in) = 2.473 L/D .236 A - .. ,, .•,•t - . . ........................................................................,...... .. . ... . .. F • . .• . . . 8 j -,•,, '. I * . . . .. ..... ... . . Standard Joist Se1etion 123 '• RAM Steel 14.07.OL01 .Ir DataBase: Carlsbad Oaks- Building A - \k' 07/30115 11:01:52 Building Code 113C Floor Type: Roof Beam Number =256 SPAN INFORMATION (it): I-End (25U 3,J6.33) J-End (254.33,195.00) Joist Size (User Selected) .• = ç30K9 ) Total Beam Length (ft) - 4867 - LINE LOADS (k/It): . .. Load Dist. DL LL Red% Type PartL 1 0.000 0.117 0,180 23.8% Roof 0.000 48.670 0.117 . 0.180 0.000 - 2 0.000 0.000 0.000 --- NonR 0.000 48.670 0.000 0.000 0.000 . Mimurn Total Unif. Load at any location (lbs/fl): 254.2 Maximum Allowable Total Linif. Load at any location (lbs/fl) : 550.0 . .: . 'Allowable Stress Ratio: 1.00 . . :, • •1 Design Loads Allowable Loads (lbs/fl) . DLad 1170 Lie ' 137 2300 Total 258 6 + •. .: MOMENTS: .• . •• .. . . . ......... '• . . . - Span Cond Momcnt lop-il it Centci Ma - 753 24 3 kEAcr1os(kips) Left Eight DL reaction 2 85 2 85 Max -.-LL reaction 3 34 1314 \lax -'total reaction 618 618 DEfLECT1O1S ....Dead load (in) = 1.238 L'D = 472 Live load (rn) = 1451 L0 = 402 Tota11oad(in) 2690 L,D = 217 0 • ....... •, .• •.. . . .................. • , * 4 1 • k 4 I • . •• • . • . • • .. S . . -. Load Dtagij _. • 124 ' RANI Steel 14.07.01.01 5SSS RAM DataBase: Carlsbad Oaks- Building A ... C.7. -3 08/04/15 08:5 T3uildnig Code IBC. Floor Type. Roof Beam Number = 193 Span inrormation (it) I-tnd i5() 33 43 16) J-Lnd (1148343 16) • .4 rd P1 . P6 r d . I Load Dist DL LL± LL- PL-4,- PL- Max Tot it hips kips hips kiis hips kip P1 8.000 5.553 3.920 0.00() 0.000 0.000 9.472 P2 16.000 5.855 4.133 0.000 0.000 0.000 9.988 P3 24.000 5.870 4.144 0.000 0.000 :0.000 10.014 P4 32.000 5.870 4.144 0.000 0.000. 0.000 10.014 P5 40.000 5.566 3.929 0.000 0.000 . 0:000 - 9.495 P6 47.170 5.870 4.144 0.000 0.000 '0.00() 10.014 P7 . , 56.000 . . .6.175 , 4.359 . .. 0.000 0.000 0.000 10.534 P8 64000 5870 4144 0000 0000 0000 10.014 S • ' '. 5 5 ft . . ' W.,:' k/ft . .. ' k/ft k/ft k/fl k/fl' • p. \ .1 0.000 .0 .000 0.000 0.000 0 000 0.000 0.000 .64.500 0..000 0000 0000 0000 0.000 0000 .5. '•••\ S S, -S • , I. II S S • - ' + / I (:E ç A/ /9 5,5 5 5 '' - 'I • 55 •, . . • " . 5, .5. Load Diagra .1 1 VI RAM Steel 14.07.01.01 S- DataBase: Carlsbad Oaks- Building A 'FEA /* F L_ J Budding Code: IBC Floor Type: Roof . Beam Number = 486 Span information (ft): I-End (4.67,43.16) J-End (50.33,43.16) P2 p3 P4 125 , 08104/15 08:52:52 5. ............ 44 Load Dist DL LI- 'LL-S:- PL+ - ft kips kips kips kips .PI . 5.330 . 5.482 3.870 0.000 0.000 P2 13.660 51.667 4.000 0.000 0.000 ' i3 . 21'.660 5.553 3.920 0.000 0.000 P4 , 29.660 5.553 . 3.920 0.000 0.000 P5. .1 ,. 37.660 5.553 3.920 0.000 0.000 - . k/ft •- k/ft .. k/ft -/ft ..... . W2 0.000 45.660 . 0.000' 0,000 1 0.000 0.000.0.000 0,000 --. 0.000 0.000 • . . . . 0 . 00 . ' . S. . 00• •..• - -. . . 00• xE .-:-..........:- 000 ....00 .............. . . . . . . . . . . • : PL- rvlax Tot - kips kips 0,000 9.352 - - 0.000 9.668 0.000 9.472 0.000 • 9.472 0.000 9.472 •., . k/ft k./ft 0.000 0.000 0.000 0.000 'I . . S S. Load DigLarn 126 RAM Steel 14.07.01.01 Data13ase: Carlsbad Oaks- Building A c' . 08104/1 S 08. RUtI(llflgCode IBC - - - Floor Type: Roof Beam Number = 191 Span information (ft): I-End (l64.3343.l6) J-End (214.3343.16) 4 . P2 P4 . P5 4 .. .. Load Dist DL LL- 11- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 10.000 4.953 .3.496 0.000 0.000 0.000 . 8.450 1P2 18.000 4.403 3.108 0.000 0.000 0.000 ' 7.511 P3 26.000 4.403 3.108 0.000 0.000 0.000 .7.511 P4 34.000 4.403 3.108 0.000 -0. 0.000 7.5I1 PS 42000 4.403 3.108 0.000, 0.000 0.000 7.511' ft : \\ 1 0.000 .,...0 .000 ...0.000 0.000 ".0 .000 -0.000 0.000 W2 50,000 0.000 0000 0000 0000 0000 0.000 S . . S... •, ,•'S ' S. .5 . .. 3 1 - S5. - SS• -- . . •5•5 - S. - , . . .5 - - ...............................- --- -. .....................4 4LI"M11 A. .5 S S Load Diagram 127 RAM Steel 14.07.O1.01 DataBase: Carlsbad Oaks- Building A - 08/04,115 08:52:52 Building Code: 113C Floor Type: Roof Beam Number 181 * Span information (ft): i-End (97.50,86.33) J-End (164.33,86.33) Pi P7 P2 P3 P1 P5 P6 4 . . . MIMI Dist 4) •. • . ., 4 r I . - . .f - . - DL LL± LL- PL-, PL- Max Tot ft. kips . kips kips kips kips kips , P1 : 8.830 6.370 5.209 0.000 0.000 0.000 11.579 P2 16,830 6.055 4952 0,000 0.000 0.000 11.008 P3 24.830 6.055 4.952 0.000 0.000 0.000 11.008 '- P4 32.830 6.055 4.952 0.000 0.000 0.000 11.008 4 . PS . ,. 40.830 6.055 4.952 0.000 0.000 0.000 11.008 P6 .. 48.830 6.055 4.952 0.000 0.000 0.000 11.008 P7 56830 6,812 5571 0000 0,000 0000 12383 . ft kft kit kft ku kilt kit 1 0,000 ..0.000 0.000 0.000 0.000 0.000 0.000 66830 0.000 0.000 0.000 0.000 0000 0000 ?L -05 ((o s S S 5. ., Load Ligim 128 I RAM Steel 14.07.01.01 RAM DataBase: Carlsbad Oaks- Budding A ,. .,. 08!04!1 Bwlding Code: IBC Floor Type: Roof Beam Number 186 Span infomatwn (fi) 1-Fnd (364 33 86 33) i-End (414.33,k 3) ¼ ,.' P2 P3 .,• . . 'S •• ¼ 4: • Load Dist DL LL± LL- ' :PL±. PL- Max Tot' ft kips kips kips ' kips kips kips P1 10.000 5.161 4.405 0.000 0.000 . •0.000 9.566 P2 18.000 4.587 3.9 16 0.000 0.000 . - 0.000 8.503 PS 26.000 4.587 3.916 0.000 0.000 0.000 &503' P4 34.000 4.587 3.916 0.000 0.000 • 0.000' . 8.503 , P5 42.000 4,587 3.916 0.000 0.000-'' 0.00() 8.503 I - . . . . ft k/ft •. k/ft .... k/ft •'",k!fi . kIft k/ft W1 0,000 0.000 0.000 0 000 0 000 0.000 0,000 W2 .. ..... .. 0.000 . 0,00.0 .-. . . 0.00.0 • 0.000. •. 0.000 0.000 S. S S5•5 •• . ..... - (iE' (COG S.... S 'H S. .....'S I . S. S_ •• . • .. ., '. I. Load Diagram 129 I1V RAM Steel 14.07.O1.01 RAM DataBase: Carlsbad Oaks-Building A - ' 08/04115 08:52:52 Building Code: IBC Floor Type: Roof Beam Number = 168 Span information (fl): 1-End (97.50,146.33) J-End (164.33,146.33) P1 , p3 P4 P 11 PG Load ' Dist DL LL LL- PEW-, PL- Max Tot ft kips kips kips bps kips bps fl i..- 8.830 . 5.944 5.487 0,000 0.000 0.000 11,431 P2 16830 5.651 5.216 0.000 0.000 0.000 10.867 P3 - : 24.830 5.651 5.216 0.000 0.000 0.000 10.867 P4 • 32.830 5.651 5.216 0.000 0.000 0.000 10.867 . . .- P5 40830 5.651 5216 0.000 0.000 0.000 10867 P6 . 48.830 5.651 5.216 0.000 0.000 0.000 10.867 . P7 56.830 6357 5.868 0.000 0000 0.000 12225 ft kft kft lc..-"ft kti kit Lft VI 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Vv2' 66 830 0,000.... 0,000 0.00.0. .0.000 0.000 0000 * o. (J S E 0 ............ ........................................................................... .4 J_' .. .., . . 4 . o 4 .. .,-..... .4 , - '-t -... .1• Load Diagram 130 RAM Steel 14070101 DataBase: CarisbadOaks- BuildingA . 08/04/b08:. I..I Building Code: IBC . . .. Floor Type: Roof Beam Number = 176 . -. . •0 Span intbrrnaiion (ft): I-End (514.33,14633) J-Eud(564.33:146.33) . .. .. . P1 P2 P3 p4 . . p5 0P , VA oad Dist DL LL~ LL- PL± PL- Max Tot 1. ft k11)S kips hips kw' hips kips P1 6.000 6.611 5.216 0.000 . 0.000 . 0.000 , 11.827 P2 14.000 6.611 5.216 0.000 0.000 . 0.000 11.827 P3 22.000 6.611 5.216 0.000 0.000 0.000 11.827 P4 30.000 6.611 5.216 0.000 . 0.000 . 0.000 1L827 P5 38.000 6.611 5.216 . 0.000 .0.000 0.000 , 11.827 P6 46.000 0.611 5,216 0.000 ' .0.000 0.000' 11.827 'O it kft k,tt kft kIt kft hft WI 0.000 0 000 ...o.000 0 000 0 000 0 0o0 0.000 50 000 0 000 0 000 0 000 0 000 0 000 0.000 . : 00 ' • 00 : 4 . - Gravily.Ream Design 13L RAM Steel 14.07.01'.01 7't rj°c77 ñE11 LO 0C DataBase: Carlsbad Oaks- Building A 10114/15 12:06:23 ............. Building Code IBC Steel Code: A1SC 361) 10 1 RFD Floor Type: iezi Beam Number =250 SPAN P'4FORM&TION (ft) 1-End (324 08,43 16) J-End (324 08,80 00) Minimum Dept1specified= 13.50 in Beam Size (User Selected) = W16X26 Fy = 50.0 ksi - Total Beam Length (ft) 36.84 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pci) 115.00 115.00 f (ksi) 3.00 3.00 • Decking Orientation perpendicular perpendicular Decking type . VER.CO W3 Formiok \'ERCO W3 Pormlok .7•• bff (in) = 110.52 Ybar(in) 16.74 .. Mnf(kip-ft) . = 405.40 Mn (kip-ft) = 313.19 . . C (kips) = 155.01'7 Pi\A (in) - 14.05 .leff(in4) . = 832.80 ltr (in4) = 1137.86 Stud length (in) - 4.50 Stud durn (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 of studs: Full = 5O . . Partial= 13 Actual= 18 - l\umber or SLud Ros I Percent of Full composite Action = 40.3 8 L1E LOADS (k/ft)', Load Di't DI CDL LL Rid% lvpi PartL CU - 1 0.000 0360 0290 0500 197°, Rd 0.150 0.000 36,840 0.360 .0.290 0.500 0.150 0,000 2 0000 0.026 0026 0.000 --- \onR 0,000 0000 36.840 0.026 0.026 0.000 0.000 0.000 . SHEAR (Ultimate): Max \u (1 2DL-1 6LL) = 24 78 kips 0 90Vn 105.97 kips .-MOMENTS (Ultimate); . . ... -.. .• .. Span Cond LoadCornbo \lu (t Lb Cb Phi Ph.iM' ........................ .. .. . - - .kip-ft . ft ft kip-ft-- Center PreCinpi 1 4DL 75.1 18 4 0.0 1.00 0.90 165.75 - I - Init DL l.4D1.. . 75.1 18.4 --- Max - 121)1 -1 6L1 228 3 18 4 --- -- 0.90 281.87 Controihrig I 2DL-1 6LL 228,3 - 18.4 -- --- 0.90 281 87 RE AC I IONS (kips) 4 Left Right : -- ijtji reaction - -. . 5.82 5.82 ' DL reaction 7.11 7.11 .. ' - Max±LLreation 10.15 10.15 . • Max ±total reaction (factored) 24.78 24.78 . DEFLECTIONS: (Camber= 1) - - -- Initial load (in) at 18.42 ft = -1.501 LID • 295 -- Gravity-Beam-D.esi 132 RAM Steel 14070101 Pigc 22 RAM 1 DataBdc. Carlsbad Oaks- Buildmg A 10s1415 12.0 I I Building Code IBC Steel Code AISC 360 10 L Live load (in) at 18.42 ft = .:-0.946 L/D = . .467, Post Comp load (in) at 18.42 ft -1.066 L/D 415 Net Total load (in) t 18 42 ft = -1 567 L1D 282 • .. i 55-S .: • S , ,• 5 ,. 1 I 4 1 • .•• • . ... -. •, I ............................................................................................. '4 • •. , t' • S .. . .., S . S -••• . - •:. --' Load Diagram 133 JK4 Steel 14.07.01.01 S. DataBase: Carlsbad Oaks Building A 2:06:23 RAN W.:11411.5 1 S... Building Code IBC Floor Type: Mezz Beam Number = 250 Span information (ft): 1-End (324.08,43.16) J-End (324.08,80.00) VA Lad Dist DL LL± LL- PL-4- PL.- Max Tot ft k/ft k/ft k/ft kift k'ft Wi .• 0.000 0.386 . 0.401 0.000 .0.150 0.000 0.937 W2 3.6.840 0.386 0.401 0.000 0.150 0.000 0.937 , .- . -- -.1' - - .fl • :..., .. -.. * t :' ,tt F10 Ma RAM Steel 14.01.0 1,01 RAM DataBase: Carlsbad Oaks- Building A 1 0,1113!] 5 16:23:50 - J Building Code: 113C Stec] (odL AJSC 360-10 LRFD - I- .4 - - .- - 's'' - .s . .4 4 $ .-.. * - .-- - - 4.- 4, - 4- p .•.- - - .-. 4, - 4$ - 4 4 *4-$ -- -, 4- .. J 4 ...• - 4 .-, 4, 4- $ . - 4. . -. . - - -; Gravity Column DigCuteria * 136 1 RAM Steel 14.07.01.01 UM DataBase: Carlsbad Oaks- Building A :. 10/14/15 08: I Building Code IBC Steel Code r\ISC '60-,] 0 L DEFAULT SPLICE LEVLLS - Level Splice Roof N .. . \leii DESIGN DEFAULTS: : Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. - Do not skip-load the Live Load around Column STANDARDCOLUMNTRIAL GROUPS: . . Trial Group 1 Trial Group'-). 1 nal Group 3 I Section W14 W12 W10 . Rect. 1-ISS HSS22X22 HSS20X20 -.' HSS18XI8 - RoundHSS HSS20 HSS1S *HSS16 HANGING COLUMN TRIAL GROUPS: . Trial Group I Trial Group 2 Trial Group 3, I Section W14 W12 . . - WlO Rect. USS HSS22X22 .HSS20X2O .HSS18X18 Round HSS . ..HSS20 . S HSSI8 HSS16 Chmne1 C15 Cl , C1O Tee \ T22 \\T20X16 VT20X12 Flat Bar FlarBai I-laLJ3ar FlatBai Round Bar RoundBar .. .RoundBar. . RoundBar Single AnWe L12X12 LIOXlO ',L8X8 Double 4 igle 2L8X8 2LSXO 2LX4 COLUMN BIZ ACING: Deck Braces Column Maxmiuin Angle from column axis from which beam baces coluriin 60.0 dcg BASE PLATES: Design Code: AISC360-10 L.RFD .. '. 0 • .Plate Fy(ksi) ..--_ ...-.-... ________..--- .1:.______ .-_ ....-.... 36.000. 0 Mimum Dimension From Face of Column to Edge of Plate (in)............... ..1.000 Minimum Dimension From Side of Column to Edge of Plate (in) - - .. ].boo Increment of Plate Dimensions (in) - _____________ ______ 0.250 Increment of Plate Thickness (in) - __________ _____ . . — 0 125 O . Minimum Footing Dimension Parallel to Web (ft) ___ ...... - ......- . 10.00 Minimum Footina Dimension Perpendicular to Web (ft) - . 10.00 Ktep Base Plate Squa.e - j * - I -. 0 .••O I, 0 - 0 Giavitv..co1un Design Summary 137 - RAM Steel 14.07.01.01 RAMI DataBase: Carlsbad Oaks- Building A 10/1411508:0] :33 Building Code IBC Steel Code AISC 360-10 LRFD Column Line 0.00ft-24.91ft Level Pu Mux May LC Interaction Eq. Angle Fy Size 190 49 37 1 039Lq(Hl-lb) 00 46 I1SS6X6X3 16 Column Line 1.00ft-86.33ft Level - Pu Mux Muy LC interaction Eq. Angle Fy Size - Roof 40.0 21.1 0.0 1 0.54 Eq (1-Il-la) 0.0 46 HSS8X8X3I8 Mezz . 40.6 7.9 0.0 1 0.43 Eq (HI-la) 0.0 46 l-1SS8X8X3!8 Column Line 4.67ft-4.67ft 5 . Level • . Pu Max Mu LC Interaction Eq. Angle Fy, Size. Roof 24.3 11.1 1.6 1 0.33 Eq (F11-1a) 0.0 46 HSSSX8X3/8 Mezz . . , 24.6 5.3 0.7 1 0.90 Eq (Hi-la) 0.0 46 1-ISS6X6X1/4 Column Line 5.67ft-43.16ft r S Level Pu Mux Huy LC Interaction Eq. Angle Fy Size . Roof . . 36.6 19.3 0.0 1 0.26 Eq (Hi-lb) 0.0 46 HSSSXSX3/8 Mezz 55A 10.1 0 0 1..0..18 Eq (Hi - Ib) 0.0 46 1-ISS8X8X3,8 Column Lin 8 751t-146 331t Level Pu Nut Mu LC Interaction Eq Angle F Sue Roof 31 9 167 00 1 043 Eq (Hi-Id) 00 46 HSS8X8X3 8 MeLL 32 5 6 3 0 0 1 0 34 Eq (Ill-la) 0.0 46 HSS8X8X3'8 Column Line 25 OOtt-24 9111 Lee1 • Pu Mux 'Muy LC Interaction Eq Angle Fy Size Mezz . 40-8 5.3 .0 .0 1 0.5.2 Eq (1-11-la) 0.0 46 HSS6X6X3 16 S . .':cLLflm.Lie 25.00ft-.4316ft .. . . 'Level Pu Mux Muy LC Interaction Eq Angle F\ Sue 59 2 33 0 0 1 0.6 -.1 Eq (111-la) 0.0 46 HSSÔX6X3 16 .. . . . . 4 . . . ... Column Line 033ft4.67ft..... .. . - Level • Pu Mux Muy LC Interaction Eq Angle Fy Size Roof 258 90 35 .1 017Eq(HI-lb) 00 46 HSSSXS\38 Mezz 314 00 00 1 020Eq(HI-ia) 00 46 HSS6X6XI'4 Column Line lB 1-1-2 Level Pu May Mus LC Interaction Eq Angle Fs Size Mez 619 156 128 1 037Lq(H1-lb) 00 46 HSSSXSX3S 0 / ' Gravity CoIumuDesigii Summary 138 RAM Steel 1407 01 01 Page 216 UM] DataBase: Carlsbad Oaks- Building A - : 10fl 4.15 08: Building Cock. 113C Steel Code: AISC 360-10 L Column Line I13.1-1-3 . Level Pu Mux May LC Interaction Eq. Angle Fy Size Roof 91.5 . 9.6 1.3 1 0.46 Eq (Hi-la) 0.0 46 HSS8X8X3/8 Mezz 121.0 2.0 3.4 1 0.39 La (Hi-la) 0.0 46 HSS$X8X3!8 Column Line 1B.1-1-5 . . Level Pu Max Muy LC interaction Eq. Angle Fy Size Roof 93.1 1.5 1.0 1 0.68 Eq (HI - la) 0.0 . 46 F1SS8X8X1/2 Mezz 93.8 0.6 0.4 1 0.67Eq(1-1.1-11a) 0.0 46 i1SS8X8Xl/ Column Line 1B.1-1-6 . . . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 79.5 6.4 0.9 1 0.62 Eq (HI-la) 0.0 46 HSS8XSXI/2 Mezz 80.3 2.4 0.4 1 0.59 Eq (HI-la) 0.0 46 HSS8X8X1/2 4 .1 • Column Line 82.58ft-21.58ft Level Pu Max . Muy LC Interaètion Eq. Angle F,7 Size Mezz 77J. . ..0..1. ... 0.0 . .l 0,66 Eq (Hi-ia) 0.0 46 HSS6X6X31 16 Column Line 8443,16ft . .. ,., 'Level Pu Mu Muv LC Inteiacton Eq Angle Fy Size MezL 373 38 00 1 044tq(HI Ia) 00 46 HSS6X6X3116 Column Le 1C-1- •.... . ... '. .. .. Level Pu Max Mn y LC Interaction Eq:,,'Angle Fy Se Roof 1093 116 10 1 065Eq(1I1-la) 00 46 IISSIOXIOXS 16 Mczz 1099 44 04 1 060Eq(Hl-la) 00 46 HSS1OX1OX5 16 Column Line 1C-1-6 I Level. Pu Mux May LC InteiaLt1on Eq..Angle Fy Sue Roof 108$ 115 11 1 0.65 Eq (HI -la) 00 46 HSS1OXIOX5 16 Mezz 109 5 4 3 04 1 0 60 Eq (111-la 0 0 46 IISSIOX1OXS'16 ....................... ... Column Line 1.14,83ft-2L5.8ft . . . ... j Level Pu Max Muy LC Interaction Eq kngle Fy Sue Mezz 41.9 . 14.7 l.. .. 1 0.88 E.c1(HlIa . 0.0 46 , HS$6X6X3/16. Column line 114 83ft-43 161t Level ........................Pu Mux Mu)' LC Intericti6n. Eq. . Angle Fy Size ' - Roof 98.5 13.4 0.0 1 0.40 Eq (Hi-la) 0.01 4.4,6 HSS$X8X1/2' Mezz 1003 0.0 00 2 008 Eq Axial 00 46 HSSI2X18X1 2 VI1 Gravitycolumn Design ummary 139 V' M Steel 14.07.01.01 Page 3/6 RAM DataBase Carlsbad Oaks Buldmg Building Code: TBC A Steel Code:. 10 14'15 08 01 3 AISC 360-10 LRFI) Clolumn Line 1D4-3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size - Roof 71.2 4.4 5.8 1 0.38Eq(H1-1a) 0.0 46 HSS8X8X3!8 ' Mezz 75.1 0.0 1.1 1 0.22 Eq (1-11-la) 0.0 46 HSSSXSX3/8 - ; Column Line 164.33ft-58J6ft Level . .- Pu Max May LC Interaction Eq. Angle Fy Size • ., Mezz 35.6 13.9 2.3 1 0.82 Eq (Hi-la) 0.0 46 HSS6X6X3/16 Column Line ID-1-5 'Level Pu iux lu LC interaction Eq Angle F Sue • Roof . •, 116.0 11.4 1.1 1 0.69 Eq (HI-la) 0.0 46 HSS10X10X5116. MezL 1166 43 04 1 064 Eq (HI-1a) 00 46 HSSIOXIOX5'16 Column Line 1D-16 . Level Pu Mux Muy LC Interaction Eq Angle F% Size Roof, 114.8 11.2 1.6 1 0.68 Eq (Hi-la) 0.0 46 FISSIOXIOX5/16 •'.. Mezz . 115.4 42 0. ' 0.6 Eq (HI-la) 0.0 46 J-1SSl0XI0X5/16 Column Line 197 661t-58 l6ft Le'el Pu Max Mu LC interaction Eq Angle F Size , MeLL , 669 -.4.8 A 072 Eq (Hi-la) 00 46 11SS6X6\3 16 - Column Liue . Level Pu Mu Mu\ LC Interaction EqAngle [' Sue Roor 65 1 0.0 1.9 1 0.228 Eq (HI - la) 0.0 46 HSS8\8X3'8 MCLL 791 00 0 1 023 Eq (Hi -la) 00 46 IISS8X8X3$ .5.:, Column Line IE-1-5 'S.:... Level Pu Mu Mu LC Interaction Eq Angle } Sue Root 96.2 '0.0 11 1 0.69 Eq (1-11-la) 0.0 46 HSSSXSXI 2 Mzz 97 0 0 0 0.4 1 (.69 Eq (Hi-la) 0.0 46 HSS8X8X1 2 Chrnm Line Level Pu 1lux ..Muv LC Interaction Eq AngIe Fs Sue Root 95 8 0 0 11 1 0 69 Eq (HI-la) 0.0 46 HSS8XSXI 2 96.6 0 0 04 1 069 1q (111 la) 0.0 46 HSSS\8XI/2 a . Column Line 231.00ft-58..16ft * .. Level . Pu Max May LC interaction Eq. Angle F'y Size .. . Mezz ' 66.3 6.1 0.0 1 0.76 Eq (H•1-1) 0.0 46 HSS6X6X3II6 - * . . - '' a - . V.... -- . 4. Gravity Column iIsignSummry 140 RAM Steel 14-07.01.01 Pd'e 46 RAM DataBase: Carlsbad Oaks- Building A . 10/14/15 0 Building Code IBC Steel Code USC 60-10 L Column Line 264.33ft-66.831t .. . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size \4e.LL 5.7 0.0 2 5 1 0.12 Eq (HI-lb) 0.0 46 HSS6X6\3, 16 Column Line 264.33ft-80.00ft Level ' Pu Max Muy LC Interaction Eq. 'Angie F Size Mezz 35.0 13.8 2.1 1 0.81 Eq(Hl-1a) ,, 0.0 46 HSS6X6X3/16 Column Line 1F-1-5 Level Pu Mux Muy LC Interaction Eq. Angle' Fy Size Roof 95.9 0.0' 4.1 1 0.7l -Eq (HI-'la) 0.0 46 HSSSX8XI/2 Mezz 96.7 0.0 1.5 1 0.70Eq(H1-1a). ' 0.0 46 .HSS8X8XI/'2e Column Line .1F-1-6 Level Pu Mux Muy LC Interaction Eq. Angle Fy 5th Roof. 99.1 0.0 . 1.7 1 0.72Eq(Hl-1a) "0.0 46 HSS8X8X1/2, MCZL 999 00 06 1 071 Eq (UI- la) 00 46 HSS8X8XI 2 Column Line 297 66ft-80 OOft Level Pu Mu \lu LC Intu action Eq Angle Ty Size Mezz 72 9 2 4 00 1 0.70. Eq (Hi -la) 00 46 HSSÔX6\3 16 4 1 , * . . Column Line IG-1-5 Level Pu Mux ..Muv LC Interaction Eq Angle Fv Sue Roof 962 00 11 ,i. 069 Fq(H1-la) 00 46 HSS8X8X1 2 Mezz 97 0 0 0 0 4 1 0 69 Eq (HI-la) 0.0 46 HSS8X8XI 2 Column Line I.G.-l-6 - Level Pu Mu Muv LC Interaction Eq Angle Fy Site Roof 95 8 -.0.0 11 1 069 Eq (ill - la) 0.0 46 HSS8X8\1 2 966 00 04 1 0,69,F, q (Hi-la) 00 46 HSS8X8X1'2 4 Column Lme 331 O0ft-80 0Oft - 4 Level Pu Mu duv LC Interaction Eq Angle Ji Size Mezz '1 .. 72.2 ''' 2.8 . '.O..Q .... 1.0.70 Eq(Hl-la) , 0.0 46 HSS6X6X3/16 I. 4 Column Line U-I1-5 '4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 82.1 4,6 5.8 1 0.42 Eq'(H1-1a 0.0 '46 HSS8X8X3.'8 Mezz 84.7 0.0 0.7 1 0.25 Eq'(FII-la) . 0.0 46 HSS8X8X3!8 IVir Gi avity Column Desigp. Summary 141 RAM Steel 14.07.0 1.01 Page 5/6 RAMI DataBase: Carlsbad Oaks- Building A 10/14115 08:01:33. Building Code: IBC Steel Code: AISC 360-10 LRFI) Column Line 364.33ft-95.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size .- Mezz - 34.9 14.4 1.5 1 0.81 Eq (HI-la) 0.0 46 HSS6X6X3/16 S.., -. Column Line 111-1-6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof . 99.1 0.0 1.7 1 0.72 Eq (Hi-ia) 0.0 46 HSSSX8XI/2 Mezz 99.9 . 0.0 0.6 1 0.71 Eq (Hl-la) 0.0 46 HSS8X8Xi12 Column Line 397.66ft-95.33ft Level Pu Mux Muy LC interaction Eq. Angle Fy Size Mezz 58.9 1.7 0.0 1 0.55 Eq (HI-la) 0.0 46 F1SS6X6X3/16 ;... . . .COIUHIII Line IJ-1-5 * Level Pu Mux Muy LC Interaction Eq. Angie Fy Size 74.6 0.0 2.7 1 0.32 Eq (HI-la) 0.0 46 HSS8X8X3!8' \1eZ7 , 866 00 .1 .6 1 0.26 Eq (111-la) 00 46 11SS8X8X3 S . . S Column Line 1J-1-6 Level Pu \.tux :-.N-Iuy LC interaction Eq. Angle F Size Roof 95 8 00 II 1 069 Eq (Hl-la 00 40 HSSSXS\l '2 Me77 966 00 04 1 069 Eq (HI la) 0.0 46 IJSS8X8XI 2 %_S:.;• .. . S . . . S..: .. . - Column Line 431 00ft-95 33tt Level Pu Mux Muy LC Interaction Eq Angle Fy Sue Meiz 62 2 6 9 0 0 .1 0 75 Lq (HI-la) 0.0 46 HSS6XÔX3/I6 .•. ,SS:.•S •5 . . .• . . Colunin Line 1K-1-6 ]Level Pu Max '.:'..NIuy LC Interaction Eq Angle Fy Size H.. Roof ... . . 101.4 3.9 0.8 .1 0.75 Eq (HI -Ia) 0.0 46 HSS8XSXl; Mezz 102 1 15 03 1 0,74 Eq(HI - la) 0.0 46 HSSSXSXI'2 .................. I•• r• . . .5 5.. Column Line 1L--6 ;.. Level . . •.. . . Pu ...Mux Muy LC Interaction Eq. Angle Fy Size Roof .102.9 6.0 00 1 0.77 Eq (HI-la) 0.0 46 HSS8XSX1 2 Me7Z 103 6 2 3 0 0 1 0 75 Eq (HI-Ia) 0 0 46 HSS8\SX1'2 . . 5., . . . . . Column Line 1M-1-6 .• -, o} . Level Pu Max May LC interaction Eq. Angle Fy Size .. . H .. Roof . 102.9 0.0 0.0 1. 0.73 Eq (H I-]a) 0.0 46 HSS8X8X1/2 , \'10?7 1036 00 00 1 0 4 Eq (HI-la) 00 46 HSS8X8XI 2 - •, r * 14 . Gravity- Column Desi n Summary 142 I V RAM Steel 14 07 01 01 Paoe 6/6 RAM DataBase: Carlsbad Oaks- Building A .. ,• . . :10114/15 08':( Building Code IBC Steel Coth. AJSC 60 10 1 W Column Line 1N-1-6 Level Pu Mux May LC Interaction Eq. Angle , Fy Size' - Roof 102.0 53 0.0 1 0.76 Eq (HI-la) 0,0 46 14SS8X8XI/2 Mezz 102.7 2.0 0.0 1 0.74 Eq (HI-la) 0.0 46 HSS$XSX 1/2. Column Line 663.3.31t44.6.33ft . . . . Level Pu Mux Muy LC Interaction Eq Angle F Size Roof 44.8 23.7 0.0 1 0.61 Eq (HI-la) 0.0 46 1-ISS8X8X3/8 Mezz 45.4 8.9 0.0 1 0.48 Eq (H11) 00 A& HSS8X8X3.'S 4 . . . . 'p ... , .. : ti 4 . . ,0, •• • - .! '. .. Column Load Summary IM Steel 14.07.01.0i RAM DataBas& Carlsbad Oaks- Building A I Building Code IBC 143 10/14/15 12:08:04 Steel Code: AISC 360:10 LRFI) Ni'A(TrQr1en1 IIMN I flAflQ. Units: kips Column Luic. 0 O0ft-24 9lft ' Level ' Co1# Length Dead Self Mezz 51 14.00 5.2 0.2 4-. .. . Column Line 1.O0ft-86.33ft 4 .4 , Level Co1# Length Dead Self Roof. , 54 23.33 15.5 0.8 Imezz 51 1400 1.5.5 13 .4 . .. . ç ..- . Column Line.4.67ft4.67ft Icc.l Col Length Dead Self • '.Roof ........ . 40 '-.. .23.33 10.5 .. 0.8 • Met, 40 14.00 10.5 1 1 Cohn.n Lit 5.671t-43.16ft ' .. s..-,.: ... . ... . .. Level C.ol# Length Dead Sell Rool 52 23 33 15 6 0.8 MCLL * 55 1400 245 13 Column Line 8.75ft-146.33ft ...-. S Le ci (.oi Length Dead Self Root . •-- .- -.. . .-- 33 11. . 0.8 Mezz 54 1400 115 13 . .. -. . . . Column Line 25 001t-24 91ft 'Level C.01# Length Dead Self '\1e17 39 1400 123 02 Column Line 25.00ft43.16ft * .. Lesel Co1# Length Dead Self , Mczz - 38 , 1400 19.6 0,2 +Livc -Live MinTot MaxTot 7.8 0.0 '5.4 .. 13.2 ±L-ive -Live MinTot MaxTot 12.7 0.0 16.4 29.1 12.7 0.0 16.9 ' 29.6 p ±Live -Live MinTot MaxTot 6.7 0.0 11.4' . 18.0 6.7 0.0 11.6 , 18.3 +Live -Live MinTot MaxTot 10.6 0.0 16.4 27.0 22.5 0.0 25.8 . +Live -Live MinTot 4 .. - .-MaxTot 10.6 0.0' 12.4 :.. ','. 23.0 10.6 0.0 12.9. ' 23.5 ±Liye -Live MinTo- MaxTot. 16.1 0.0 12.5' 28.6 . 4 . -. . : +Live -Live MinTot : MaxTot 2 2. 2 0.0 19.8 . " .41.9. , .4.. . 4 Column Load Summary P 144 RAM Steel 14070101 ' Page 27 DataBase. Cail Oaks-Building A RAMI 10/14/1-5 12: Building uilding code 113C Steel Code uSC 360-10 L Column Line 50.33ft-4.67ft . . . . Level COW Length Dead Sell +Li -Live MinTot MaxTot Roof 34 23.33 11.2 0.8 ,7.1 0.0 .12.0 19.1 Me,, 34 1400 138 11 i13 00 149 262 Column Line 1B.1-1-2 Level Co1# Length Dead Self ±1ive -Live MinTot MaxTot Mezz 13 14.00 19.8 0.5. 2 3. 5 - -0.2. 20.1 43.8 Column Line lfl.l-l-3 . . .. Level Col# Length Dead Self . .±Live . -Live MinTot MaxTot Roof 12 23.33 3.9 0.8.. ,. 27.4 0:0 39.7 67.2 Mezz 12 14.00 58.5 13 . .49.6 .. 0.0 59.9 109.4 .4: . •. . I Column Line lB 1-1-5 * .,.._ . Level 1o14 Length Dead Self +1 ie -Live MinTot Mat Roof 11 2333 366 11 299 00 377 676 MeL! 11 1400 366 17 299 00 383 682 ................ .' Column Line. 1B.1-1-6 Level Col# Length Dead Self , +Li%e -Live MinTot MaxTot Roof 10 23.33 -29.2 11 9,70 0 0 Y)., 57.3 Mezz 10 1400 292 7 270 00 309 579 Column Lint. 82 581t-21 58ft -. Li Col Length Dead Self * +Lme t4-Lii 'liuTot \1a'1ot Mczz 35 1400 263 02 283 -00 265 548 1 Column Line 82 58ft-43 l6ft .. ,..., ,. .. . Level Co1# Length Dead Self . +Live -Live . MinTot . MaxTot .Mezz 36 .........14.00 ........1.1.6 ........0.2 . 1,4.5.. .0.0 11.8 26.3 Column Line IC-1-5 ±Live -Live MinTot MaxTot 37.2 0,0 41.1 78.3 37.2 0.0 41.7 78.8 +Live -Live iVlinTot' MaxTot 16.1 0.0 l3.4 - 29.6 +Live. -Live A MinTot 3 MaxTot 29.5 0.0 42.8 ,72.3 29.5 0.0 44.3.. . 73.8 - / +Ljve -Live MinTot ..MaxTot 20.6 0.0 31.8, . 52:5 23.2 0.0 34.Q '• 57.2 +live -Live MinTot MaxT6t 13.7 0.0 11.4 125.1 : 4 +Live -Live MinTot MaxTot 36.2 0.0 48.4 84.6, 36.2 0.0 48.9 . 85:1' -i-Live -Live MinTot MacTot 38.1 0.0 44.9 -' 82.9 38.1 0.0 45.1 •.83.5 1' 145 Page 317 10/1 4/15 12:08:04 Steel Code: A] SC 360-10 LRFD -Live MinTot MaxTot 0,0 44.0 '79.3 0.0 44.6 79.8 Column Load Summary . RAM Steel 14,07.01.01 :RAM DataBtSC: Carlsbad Oaks- Building IBC A Building Code; Level Coll Length Dead Self Roof 15 23.33 43.1 0.9 Mezz • 15 14.00 43.1 1.4 Column Line 1C-1-6 Level ; , •, . Col# Length Dead Self Roof 14 23.33 40.3 0.9 \1ezi 14 140() 403 14 Column Line .114.83ft-21.58ft Level Colft Length Dead Self \ezL 37 1400 132 02 ' Column Line.114,83ft-43.l6ft Level •. Co1# . Length Dead Self Roof 51 53 23 33 1400 41 '7 417 11 26 w Column Line 1D-i-3 Level Co1# Length Dead Self Roof 18 2333 310 08 18 1400 327 13 •• . . . . Column Line 164 331t-58 lóft Leel Co1 Length Dead Self ML.ZL Al 1400 112 02 ,,• ; ••.••• ••• •• ....... ..... •• • . •- . .• -• . . •.. . . Column Line 1D-1-5 . Level COIF Length Dead Self Roof 17 23 33 47 5 0.9 . Mczz 17 1400 475 14 .. I . .... . ••- ••• . . ColuniáUne1D-1-6 Level .. ' C019 Length Dead Self -Roóf Y' . 16 23.33 44.0 0.9 4 N1ezz 16 14.00 44.0 1.4 Column Load Summary -,.146 11 i RAM Steel 14.07.0101 Page 4/7 DataBase: Carlsbad Oaks- 8uildingA 10/14/15 12: Building Code 113C tLL1 Code: AJSC 360-1 1. Column 1. me 197 66ft-58 l6tt Level COW Length Dead Self +Live -Live MinTot klaxTot Mezz 42 1400 229 02 245 00 231 476 Column Line 1.E-1-3 Level &W Length Dead Self +Live . -Live MiñTot MaxTot Roof 21 23.33 27.5 0.8 19.4 . .0.0 28.3 .47.S Mezz 21 14.00 34.5 1.3 , '. 2 9. 5 0.0 .358 65.4 Column Line LE-l-5 Level Col# Length Dead Self . ±Live -Live MinTot MaxTot Roof 20 23.33 37.8 1.1 31.0 . 0.0 38.9 69.9 Mezz 20 14.00 37.8 1.7 . ' 3110 0.0 39.6 7 0. 5 Column Line 1E-1-6 Les-el Col Length Dead Sell -rLie -Live Mm'lot Max• Roof 19 2333 353 11 326 00 364 690 Mezz 19 1400 353 17 -, 326 " 00 370 696 Column Line 231 oOft-58 161t . . .- .- .,. Les-el CoW Length Dead Sell -rLn-e '-Live Minfot MaxTot Nlezz 43 14.00 . 22,5 .. .O.2 24.4 0.0 ' 22.6' 47.1 4. 4. .. Column Line 264 331t-66 83ft - Level Col# Length Dead Self +Lise -Live MinTot 'MaxTot ..Mezz 47 .. .14.00. ..L5. 0.24 2.3 0.0 . 1.7.- 4.0 NN Column Line 264 33ft-80 QOft Level CoW Length Dead Self +Lie -Live Mm lot MaTot Mezz 44 1400 110 02 135 00 112 24" Column Line 1F-1-5 Level COW Length 'Dead Self ' ±Live -Live Mintot MaxTot Rook 23 23 '33 38.8 11 1)0.1 0 0 39 8 69.9 Mezz 23 14.00 38.8 1.7.. 30.1 0.0 40.5' 70:5 +Live -Live MinTot • MaTot 32.6 0.0 3 9. 1 71.7 32.6 0.0 39.7 7 2. 4 ±Live -Live MinTot MaxTot 26.5 0.0 25.4. 51.9 +Live -Live MinTot MaxTot 31.0 0.0 38.9 69.9 31.0 0.0 39.6. .-e70-5 +Live -Live MinToi MaxTor 32.6 0.0 36.4 - 69.0 32.6 0.0 37.0 .69.6 +Live -Live MinTot MaxTot 2 6. 5 0.0 24.9 . 51.3 +Live -Live MinTot- MixTot 26.1 0.0 33.5 59.7 27.8 0.0 - 35.0. .62.8- 4-Live -Live MinTot MaxTo 13.9 0.0 10.9 . .24.8.. r . .... .. [ Column Load Summary H I I RAM Steel 1407.01.01 •• :. tRAM DataBase: Carlsbad 6aks- Building A L J Bu1dmg Code: IBC Column Line 1F4-6 1 !. - - --Level COM Length Dead Self Roof 22 23.33 38.0 1.1 ,Mezz 22 14.00 38.0 1.7 Coluirn Line 297.66ft-80.00ft, 44*i• level - Col# Length Dead Self Mezz 45 14.00 25.2 0.2 . . Column Line iC-i-S . .-.. . . . a Level Col# Length Dead Self 25 . .23.33 37.8 1.1 : . 25 14.00 37.8 1.7 Column Line 1G-1-6 Level Coll Length Dead Self 'Roof 24 23 33 35.3) 11 Mzz 24 14 00 35 3 1 7 Column Line 331 00ft-8O 0Oft Level. CoW Length Dead Self Mczz 46 1400 247 02 / Column Line 111-1-5 Le-cl Col# Length Dead Self Roof' 27 2333 327 08 27 1400 33 7 1.3 ..... 4. • . . . . . . .. . . . Column Line 364 33ft-95 33ft p .... . . •. . .. Leel Col Length Dead Sell MCZL 48 1400 107 02 • COIUnm LineLe 147, Page 5/7 10/14/15 12:08:04 Steel Code: AISC 360-10 [,.RFD Column Load Summaiv 148 R\M Steel 14070101 - .. Page 6'7 • RAM DataBase: Carlsbad Oaks- BuddingA • . 10i14115 !2:0 Building Code 113C Steel C ode AISC 36() 0 L Level Col# Length Dead Self " +Live -Live M.inTot MaTot Roof 26 23.33 3&0 1.1 32.6 0.0 . 39.1 - 71.7 Me?? 26 1400 380 17 ' 36 00 397 774 : Column Line 397 661 t-95331t Level COWLength Dead Self +Lne Live \'lin lot MaTot Mezz 49 14.00 20.0 0.2 .. 22.2 0.0 .20.2, 42.4 ,. Column Line iJ-l- ... . Level Col# Length Dead Self ,, , '±Live .., 4Jve . MinToh MaxTot Roof 29 23.33 28.7 0.8 . 24.5 ,0.0 29.5 54.0 Mezz 29 14.00 34.5 . 13., '. -.33.3 0.0 35.8 69.1 ' : . . ,•,., Column Line .IJ-1-6 - Level Col# . Length Dead Self +Live -Live . MinTot MaxTot Roof 28 2333 353 11 326 00 364 6 Mezz 28 1400 353 17 326 00 370 4 • Column Line 431 00ft-95 331t . . '' . .4 1.1- . Level Col# Length Dead Self +Lic -Lie Minlot NlaxTot MCZZ 50 1400 211 02 233 00 213 447 Column Line lh.-1-6 - Level Colft Length Dead SLlf +Lise -Lts. \linTot Ma'1ot Roof . .'30 '. " '23.33 '• 40.8 '11 32.0 . 0.0 '41.8 73.8 Me/7 30 1400 408 17 320 00 425 744 Column Line 1L-1-6 . . . ..' 'I ., Level Col Length Dead Sell Lie -Inc MrnTot MaTot Root 31 2333 413 ii 325 00 423 749 .31 '"14.00'' 41.''. J'.7 .' ,32.5 0.0 .''43.0 75.5 '., :' . ,I • Column Line I144-6 Level Col Length Dead Self -i-Live' -Live MiñTot Max Roof 32 23.33 41.3 1.1 32.5 ' 00' : 42.3 74.9 Mezz 32 14.00 41.3 . 1.7. .. , 32.5 0.0 43.0 ' - 755 1 149 Page 7/7 10/14/15 12:08:04 Steel Code: AISC 360-10 LRFI.) -Live MinTot MaxTot 0.0 42,0 - 74.2 0.0 42.6 74.9 ±Live 3 2. 3) 32.3 Column Load Summai 1? A NA ctr1 1 A (i fll 01 RA DataBase: Carlsbad Oaks- Building Building Code: IBC A Column I inc 1-1-6 I ivel Co1# Length Dead Self Roof . 33 23.33 40.9 1.1 - , Mezz :- 33 14.00 40.9 1.7 Column Line 663.331t-146.33ft Level . , C61# Length Dead Self ' F' lo of 55 23.33 17.8 0.8 56 . 14.00 17.8 1.3 1 A . . - '.4. A- --------. .- . 4 .* . . ........... . 4. 4 ., . A........ . . . . . . . . . .-. -- -------------------------------------------------------------------------------------- ..- .- -.--.--..- .................... .........-.-. .. 4 1 ±Live -Live MinTot MaxTot 14.0 0.0 18.6 . - 32.6 14.0 0.0 19.1 33.1 4 'F '-'-: - F - - A . ....•... . Gravity COW mn Design . r 150 RAM Steel l407 01 01 * DataBase: Carlsbad Oaks- Building A C ., ,.H .' 08/14/15 08:4k L Building Code: IBC :. ::. Sel Code:AISC 360-10 U Story level Mezz, Column Line 82.58ft-21.58ft, ••• Column # 35 F) (ksi) 46.00 .. column Size = 1ISS6\6X3 16 Orientation (deg.) = 0.0 .. . . . . • INPUT DESIGN PARAMETERS: . XAxis Y-Axis LLI(ft) - ............ . . ' 14.00 14.00 .. ____ ................................ ----------------------------- ................, : r Braced Against Joint Translation __.......... •. Yes. Yes Column Eccentricity (in) Top - - 5.50 0.00 Bottom . ' 0.00. 0.00 . CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: .. . Dead'-' ,. Live . . Roof Axial (kip) .............. . ________________.......... 26.02 28.29 . 10.00 DEMAND CAPACITY RATIO: (1.2DL ± 1.6LL + 0.51 F) Pa (kip) 76.49 0.90Pnx (Lip) = 117:42 Pu/0.90Pnx' = 0.651 0 90Pny (Lip) = 117 42 Pu 090Piv. = 0.65 1 CONTROLLING COMBINED COLUMN LOADS -Skip-Load Case',:, Dead - [rsC Roof Axial (Lip) 26.022 2829 000 Monicnts lop Mx (kip-n) - -____________ 0.04. 0.03 0.00. \1 (kip-ti) - -. - 0.00 0.00 0 00 Bot M (kip-ft) 0 00 0 00 0.00 bts. (kip-It) - . - -6.00- 0.00 0.00* Single curvature about X-Axis Single CUrvature about '-xis CALCULATED PARAMETERS (1 20L + 1 6LJ. -'-0 5RF) ' Pu (Lip) 76 49 0 90Pn (Lip) = 117,42 Mux (Lip-it) ....0.10 0.90 ,4nx (Lip-TT) = 279 \luy (Lip-ti) = ......0.00 0 90Mny (Lip-fr) 4 = + , 27 79 Rm 100 C.bx = 167 Cb\ C11-ix. -= 060 C111V 1 1.00 PLX (Lip) 226 14 ?ey (Lip) .. =- . 22( 14 B1 = 100 131y INTERACTION EQUATION p ... . . - .. PuJ0.90P11 = 0.651 Eq HI-la: 0.651 + 0.003 + 0.000 = 0.655 ,F/-)C. %) • . .. ....• . :.. : Gravity Column DesiZa 151 Steel 14.07.01.01 . RAM DataBase: Carlsbad Oaks- Building A T1f> C9? 08/14/1 5 08:13:55 - Buildu gCode IBC Steel Cone AIS( 360-10 LRD Story level Roof, Column Line 1N-1-6, Column # 33 Fy (ksi) • 46.00 Column Size = i-ISS8X8XI/2 Y Orientation (deg.) = 0.0 t.. INPUTDESIGN PARAMETERS: X-Axis Y-Axis . 37.33 37.33 K.. _...__ ._._ ...... ............ 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in' . Top .............. 6.50 0.00 Bottom 0.00 0.00 - I'r,im'rf%1T1vT/Th A.'(Ay t'• • .1 .11-%Ll uwu 1uv - ip-ioau ease : Dead Live ioof a' ' ...Axia1 (kip) ....:. _____.___ ................................__________ 42.32 0.00 32.55 DEMAND CAPACITY RATIO: (1.2DL + O3LL ± 1.6RF) . :'• .Fi(kip) = .102.86 0.90Pnx(kip) 140.73 Pu/0.90Pnx = 0.731 4 0 90Pny (kip) - 140.73 1'u 0 90Pn 0 "31 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1 Dead Live Roof Axial (kip).. . . 42.32 0.00 32.55 Moments I op M (kip-tt) - 1.72 0.00 13 6 M. (kip 0.00 0.00 0.00 . Bot M (kip-rt) - 064 000 0.51,' \Is (kip-ft) - _________________ 0.00 0.00 0.00 Smde curvature about X-Axis Single curvature about Y-Axis CA.LCLLTEJ) F4RA.i\1E1ERS (12DL -r 0 5LL -- I 6RF) Pu (kip) = 10286 0 90"Pn (kip = 14073 Mu (kip-ft) ..6.00 0 90*Mnx (kip-11) 129 3 r uy (kip-ft) = .0 .00 0.90+-N (kip-li) - 129 38 Rin = 100 Cbx 1.67 Cb) -. 1.00 Cmx = 0.60 Cm) 1.00 Pe'c(ki) = 17829 Pc\.(lup) - 17829 BIx = 1.4,2 B1y = 236 ', 1TER4CUO EQUATION k PuIO.9OPn 0.731 (3 •)- ( ' .... Eq HI-Ia: 0.731 ±0,041 - 0.000 = 0.772 . 1 - a '•• ., * .. ., I • Glavltv Column DesIgn 152 RAM Steel 14.07.01.01 1 DataBase: Carlsbad Oaks-Building A , ' 08/115 08:1 '6O-lO I _0 Building Code IBC Steel (ode AIS( Story level Roof, Column Line 1D-1-6, Column # 16 ' Fy (ksi) = 46.00 Column Size : . . HSSIOX]0X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis V-Axis Lu(ft) ... ......... - ................. ... ...................... ... ............. .... ....__ .37.33 '37,33 K Braced Against Joint Translation ... ....__ Yes - Yes Column Eccentricity (in) Top 7.50 ' 7.50 Bottom _____ ' 0.00 .0.00 CONTROLLING AV AL COLLiI'\ LOADS Skip-Load Case 2 Dead , Live . Roof:' Axial (kip) . ........ _______ 44.50' '0.00 DEMAND CAPACITY RATIO: (1.2DL + O.SLL + 1.6RF) .* . Pu (kip) 114.33 0.90Pax (kip) = 192.31 Pu/0.90Pnx . 0.595 0.90Pny(kip) 192.31 P'u/0.90Pny = 0.595 • COTROLLIG CO\1BthED COLLM LO kDS - Skip-Ld Case 1 r ,.Dead .' Live 'Roof' Axial (hip) 44.50 0.00 38 09 Moments Top M (kip-ft)- -3 71 0 00 -3 4' M (kip-ft) -'0.87 0.00 0 42 Bot M (Lip-ti) - -1 39 ' 0.00 -1.29 M (kip-ft) 03? 0.00 0 16 Single curvature about X- Axis . Single curvature about \ -Axis - CALCULATED PARAMLTFRS L -r (1 2DL + 0 5L I 6RI) p Pu (hip) = 11433 0 90Pn (hip) 19231 Mu (kip-ft) = 11 7 0 901nx (kip-IL) 12947 Mu> (hip-it) - 1 93 0 90Mnv (hip-h) - 129 47 ' Rm - 100 Cbx 1.67 Cb = -,1 .67 ' Cm = 060 Cmy 060 Pex (Lip) = 245 33 Pty (hip) 25 33 Bix 1.12 ., .' 81y....' ' . = 1.12 INTERACTION EQUATION . •, . Pti090"P1-1 - O59_ Eq 1-11-1a. 0.9 -r 0.077 -r 0.013 '- 0.68 . WOSEN + ROHY -. STRUCTURAL ENGINEERS BY/ DATE _______ PROJECT '-)'< 27 153 SHEET NO. . OF - JOB NO. . - * . . 4 . S ,__ - - - LJA L.)'\ ( . . . p . . . . 1 ..... ........ .... ........ . .... ....... . ........... .. .... ................ . . . ... S 4.. . - * -. - - I 154 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad 0á1s North Lot 13, WIND LOAD TABLES (ASCE 7-05 Chapter 6, Method 2) LOCATION: Cadsbad, CA December 2013(2012 IBC / 2013 CEC IASCE 7-10. Sup #1 & 2) JOB NO: 15-014. 10/1212015 S WIND LOADS (LRFD) Components & Cladding: Roof Eave Height = 30 ft Parapet Height 2 ft Roof Slope = 0.25 :12 Roof Angle = 1.2 degrees - GC = +1- 0.18 Enclosed Exposures C Kh = 1.02 K= 1.00 Kd= 0.85 V= 110.00 Risk Catggo.ry = II 0.00256 K, K, Ke V4 1 qjj = 26.87 psf -! •' •' ' ASCE 7-10 Section 30.4: Ht < 60 ft - Roof - Figures 30.42A 30.4-213 & 30.402C Area <700squarefeet . . Area greater of (Span x width) or (1.33 x Span) h = mean roof height (cave height for8< 10 deg) . .. Least Building Dimension 100 - ft 10% of least bldg. Dim 10.0 ft 40% height = 12.0 ft 4% of least bldg. Di = 4.0' ft Three Feet = 3.0 ft Corner Zone 'a 10.00 - ft -, Area - GC Factors: . . -. Design Pressures1 p' (psf): Windward Leeward Zones - - Windward . - Leeward Zones sq.ft. 1,2&3 I 2(edge) 3(corner) .1,2& 3" - 1. . 2(edge) 3corner)1 10 . 0.30 -1.00 . -1.80 - -2.80 *12.90 31.71 -53.21 . -80.09 .20 0.27 -0.97 . -1.59 .. -2.29 . 12.09 . $ 30.90 -66.33 30 0.25 -0.95 , . - -1.47 - --1.99 . 11.62 ' -30.43 -44.24 -58.29 40 0.24 -0.94 . ' -1.38 - -1.78 : 11.28 ', -30.09 -41.89. -52.58 -50 0.23 -0.93 ' •. -1.31 -- , -1.61 - 11.02 :29.83 -40.06 -48.15 60 0.22 092 ., 4.26 ' -. -1.48-' 10.81 29.62 38.57 -44.53 70 0.22 -0.92 '--2.21 - '-1.36" 10.63 -29.44 -37.31 - i41.a 80 0.22 -0.92 -1.17 -- - .1.26 -10,47 :29.28' 4. 36.22 38.83 90 0.20 -0.90 -2.13 - '" -1.18 - 10.34 - ' -29.15 -35.26 -36.49 - 00 0.20 , -0.90 -1.10 ..--, -1.10 .. . 0.21 - - ' -34.40 - -34.40 S •.• S... STfiUCTURAL ESlGN 155 ='01.7 for roof configurations (such as saw tooth) that do not shed snow off the structure, and 0.2 for other 4 lnLquauon 16-15, the wind load 1' isperrnntcd to be reduced in accordance with Exception 2 of roof, configurations Section 2.4.1 of ASCE 7. -Exceptions: ' . 5. In Equation 16-16, 0.6 D is permitted to be 1. Where other factored load combinations are speciiI increased to 0.9 D for the design of special rein- cally required by other provisions of this code, such lotted masonry shear walls complying with . combinations shall Chapter lake precedence. ap ci • , 2. Where the effect of H resists the primary variable 1605.4.3.1.1 Stress increases. Increases in allowable load eièdt, a load factor of 0.9 shall be included Stresses specified in the appropriate material chapter or * with H where H is permanent and H shall be set to the referenced standards shall nor be used with the load 'zero for all other conditions. . combinations of Section 1605A.3.1, except that 1605.2.1 Other loads. Where flood loads, Fe., are to be increases shall be permitted in accordance with Chapter considered in the design, the load combinations of Section 23. 2:3:3 of ASCE 7 shall he used. Where self-straining loads, 1605.3.1.2 Other loads. Where flood loads, Fa, are to 7 are considered in design, their structural effects in corn- be considered in design, the load combinations of Sec- bination with other loads shall be determined in accor- lion 2.4.2 of ASCE 7 shall he used, Where self-strain- dncc with Section 2.3.5 of ASCE 7. Where an ice- ing loads, 7 are considered in design, their structural sensitive structure is subjected to loads due to atmospheric effects in combination with other loads shall be deter- icing, the load combinations of Section 2.3.4 of ASCE 7 mined in accordance with Section 2.4.4 of ASCE 7, shall be considered. Where an ice-sensitive structure is subjected to loads - . . 1605A.3 Load combinations using allowable stress design. due to atmospheric icing, the load combinations of Sec-. 2.4.3 of ASCE 7 shall he considered. 1605.4.3.1 Basic load combinations. Where allowable 1605.3.2 Alternative basic load combinations, lit lieu of stress design (o'iing sus desiiii) as permitted by this the basic b-id combinations specified in Section 1605.3.1, code is used structures and portions thereof shall resist structures and portions th..mcuf shall be permitted to be the most critical cttcb rcsulun" from [he following corn- dCS1nLd for the rnobt critical effects tcsulun from the bnauons of loads; . S... . . ..c,ij•g combinations. When using these alternative D + F . S (Equation 164-8) . . . basic load combinations that include wind or seismic. • .-• 1) + H r F-r L (Equation 164 9) loud allowable, StxCsCS are permitted to lx. increased 03 load combinations reduced where. permitted by the mate- D r h .r P -r (L, or S or fl) (Equation 16A-10) nab cha Mu of this ocde or the referenced standards For I) ± H + F+ 0.75(1) + 0.75(L,orS.orRl load combinations that include the counteracting effects of - (Equation 1M 11) (lead and s'J loads only the minimum . - dead load likely to be in place doming a design wind event DrHrF.' (0 6Woi 0Th) (Equation 16A-12) H + F + 0.75(0.6W) + '71r&T'When using allowable stresses which have + . been increased or load combinations which have been . 0.75L + 0.75(L, or S or R) . (Equation 16.4-13) . reduced as permitted by the material chapter of this code S - L 1) + 11 + P + 0Th (0.7 L)t 07 0.7- .. or the referenced standards, where wind loads are caicu- , , (Iquatmon 16A-14)7 .. lated in accordance with Chapters 26 through 31 of .ASCE • the coefficient (w) it) the lo'lowmng equations shall be 0.61) + 0,6W-m.H (Equation 16A-15) . taken as 1.3. For other wind loads, (o) shall be taken 1I + F) + 0.7E+ (Equation 16.4-16) . .. heJbable stresses have not been increased or load . Exceptions: combinations have not been reduced as permitted by the - * . material chapter of this code or the referenced standards. 1., Crane hook loads need not be combined with roof . . (w) shall be taken as 1. When using these alternative load . .. . live, load or with more than three-fourths of the ... combinations to evaluate sliding, overturning and soil * snow load or one-half of the wind load, bearing at the soil-structure interface, the reduction of ' ;"'2. "Flat roof snow loads of 30 psI (1.44 Min') or foundation oveuniing from Section 12.13.4 in ASCE 7 * le and roof live loads of 30 5T or less need not not be used.When using these alternative basic load be combined with seisrmc. loads Where flat roof combinations for proportioning foundations for loadings, snow loads exceed 350 pst (1.44 Us/ia) 20 per- which include seismic loads the vertical seismic baa - cent shall be combined with seismic loads. effect, E,, in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero. . Where the etrect of P1 resists the primary s'anabme . S load effect,a load factor of 0.6 shall be included D +L (L om Sot R) CEquatmon 164 17) with H where H is permanent and H shall be set I) L + 0.6 wW (Equation 164-18 .' 7 roero for all other conditions. 1) +L+O.6 c)W+ £'2 (Equation 164.19) W 1) -rL S -i-0.6 wl-V/2 (Equation 16A.20) 0. 2013 CALIFORNIA BUILDING CODE 157 I r 4 • ••,t 1 • WISEMAN±RbHY .•; JRUC:Tuk.At ENGiNEERS WSMAN + ROHY STRUCTUAL ENGINEERS . .. BY /' DATE/ PROJECT /f 1.D C/1<) SHEET No., OF JOB NO ,[ J / '\/' - I . C Ni iiX SEAi . . .- - - I -. - i c.k11. ............................................................................ ........................ /.......... -.......... -,..-. ....... .....fl,-' . .... . .. . . .. . .... -•- (. -' :-c 4.;..•. : . - — ., . .,i. . : . ..... . .- .., .. -st - / 11R1\ r - iic o :.----------.--..-.-.... .5 . S WSMAN + ROHY STRUCTURAL ENGINEERS .: _________ DATE ________ SHEET NO. OF JOB No. :. r, ix~ : - \ /1 . 5.. . . . . . . . ..t\ .. . .. .. . .. 1 < - . . ...... . trr / .. V JK,X O - l4J - - , ) I - - - '2 -Ai, / 4 4. -S I 1. .* WSN +:ROHY ' STRUCTURAL ENGINEERS 141~ ___ DATE PROJECT 'SHEET NO. OF . . T - - ç - V_.IV - -----5---. . -S.--, ' \ (.2..t./.) - . . - S. . . . . . .• . a: S . :.... 5,. . . ..... . ' - ' . .. .. - S, . . . . . : - . •_SSI . 4 - a r... PROJECT py - I DATE ____ pj-ir: SHEET NO. OF - JOB NO. - WSEMAN + ROHY STRUCTURAL ENGINEERS * i . . S •'. S S..• .5 WSMA + WW - STRUCTURAL ENGINEERS Y ,' DATE " PROJECT SHEET NO OF JOB ho T..' <' .i....... _ ............ -. j..... .... J , 4.-.... .:. __._.. .... • C -. .......................... -.-..-- ........___._._..L_ . (j• -__.:: :- - r WSMM +OW STRUCTURAL ENGINEERS • I' DATE oun 't'/'L ",'- 1' SHEET NO OF fl:QJcT ,4 S o. -o-i T1 f \ r - ( 1 . S - * I 1 * 1-*- . > • / /\,' - 4 A / &)c i- ' >) ' (1-' " — - (D_o_ I O 4 . . BY DATE '/1 r irn _!_ SHEET O O JO NO 115- - - • WSEMAN + ROHY . .... .H.. STRUCTURAL ENGINEERS 0 • • ........... , 0 DATE ___ SHEET NO OF JOB No. . 0.. •.I . 0 v / 0 • : 0 • • av , / i u : : : • A ( \ 0 ..., .. S • ":. S •'•S .' . . S... • .. S. ( ..' 1' 'H ' S 555 .5 .5.... .55 . U cE: 'L'j: 3C)( : . . . . . . .' ,,< ( ._. - — - c — - S • . \ __1 •.. S 5 5 :• l u - el L1' . .-- I I _ 'S : . : 'r ---. WSEMAN + OHY -1 b6 STRUCTURAL ENGINEERS I S BY / ' . .. ..•. -. -.-.--- DATE L.. " PROJECT . •. SHEET NO ' OF JOB NO. -- ' S . 2 ' • . . - .1 . . 94. - (i U ---( - -;) ?< :I - M-f 1'. . S - •. . S.. • S - - • . .. S . .: . 5555• —) '2 - — . S . A . S • / . •1. •• S - - - L1. c -) - - 1< 2) S • • :. - . - S I I2-? . . ....... 5 --- --- — - Tl1p - ___ - ç A51 VV~c? C)C) _- - .. .5 5. ••. 1.01. WSEMAN + ROHY STRUCTURAL ENGINEERS Iry WISEMAN + ROHY STRUCTURAL ENGINEERS __ DATE -' PRO - :OT OFS C, A JO NO. U5 -O7 - .. .. :. H 4 I}XY0c. . . . I . . . •. - / - 7 -•. ••___•__7 ••••7 . . . '1 . . •• : . / •, . . t • / ,.. • • —r - - I • 1< Ac\i- - Hco . . •• . • • .. • . . ..•. .• .- • - 4 . .1 - - • • ' W$MAN + ROHY . • :t. . • •.:. STRUCTURAL ENGINEERS •. : • .. . • .-. .. BY • aoicy 2- SHEfl-NO.. OF o J)4 . L. • '• .• • .t. ........... .......... Lt • ...... • . . . • . • . . . • . • • : ' j -- c. •. .......• •• (Fi-4" )-1-;\ . . . . . ..................: . . . . . . • . . . 7;/; - - -i i.' /) —0" - JI2 Il 7 - I K -- - - ) - L - - - - - . -- - • • ...................... . • • . 55 - - pi- - - -' :)•t cJj - c-) - - - Xel /?!0) ( ( J -1 ?'VT7 • - - ----------. .-55--•• -.- • 5 -... - S..-. - - ________ )?c7•J oNaor. .40 • 'ON Am5 -5 S3N19N3 1V1n1)IUUS AHO + NVWSM ii - . . S S S . ". '". - 5 ••. •. WSEMAN + OHY 173 STRUCTURAL ENGINEERS - BY ________ DATE PROJECT C//.-iJ CftZ' SHEET NO OF 4)4fj_f/ A JOB NO. i " S. S .. . >- rv'Y) Lô' I" A r< I , - - - 7 / ) - K r1 S - - ,- - ci i- - - Z " . :. - - - : .: H WSEMAN + ROHY. - - - rn74 STRUCTURAL ENGINEERS BY " DATE _______ PROJECT SHEET NO OF 967 'AP Al JOB NO L)E- fiiL - jA,c iK 7.X L- _ 7-fr . 4 D LL- 7 .cv., . - . .. . .• . . . . nm . 2 & ' / 3 —•— — - —•— '— . I 175'. .4 1W!SEMAN+ROHY STRUCTURAL ENGINEERS... ... PROJECT: Carlsbad Oaks == BOLTED DRAG BEAM CONNECTION == LOCATION: Bldg A Version 1.0 (11/2013) JOB NO: 15-014 8/17/2015 09:19:01 .4 - Load Case: • (1.2+0.2 SDS)DL + LL + Qc, Q (1.35)DL + (1)FLL + (2)QE S 0.750 - - 11 = 1,0 Oo= .o SRSS = "[(1.2 + 0 2S1)ç)DL + J1 LL}2 +[°0Q]2 ,4 0 . • GRID LINES BEAM SIZE DL (kips) LL (kips) no QE • (kips) SRSS (kips) ALLOWABLE (# rows) (kips) Line 1-0 W27x84 5.5 0 308 308.1 3 308.7 Line 1-0 W27x84 5.5 0 220 220.1 3 308.7 Line 1-0 W21x50 5.4 0 220 220.1 3 264.6 Line 1-D W21x50 5.4 0 98 98.3 2 176.4 Line 1-D W21x50 4.4 0 98 98.2 2 176.4 Line 1-F W21xS0 3.1 0 216 216.0 3 264.6 Line 1-F W2160 3.1 0 172 172.1 2 176.4 Line 14 W21x50 5.4 0 172 172.2 2 176.4 Lin 1-F W21x50 5.4 0 . .78 78.3 1 88.2 Lire 1-F W21x50 . 4.4 .0 . .78 . 78.2 . 1 88.2 Line 1-H W21x50 5.4 .• 0 184 184.1 . 3 264.6 Line i-H W21x50 5.4 .0 82 ' 82.3 1 88.2 Line 1-H W21x50 4.4 0 . 82 82.2 1 - 88.2 Line 1-K W27x84 5.2 .• 0 310 310.1' poQØ 0.0 Line 1-K W27x84 5.2 0 - .158 . 156.2 2 205.8 Line 1-K " W21x50 4.. 0 ... 158 :. 158.1 2 176.4 00 no good 00 0.0 no good 0.0 . -- 0.0 no good 0.0 .. . . 0.0 no good 0.0 .. . 0.0 no good 0.0 0.0 no good 0.0 • 0.0 no good 0.0 -. 0.1.0 no good 0.0 LI - Notes; • ...............checks beam web tear-out, plate & bolts Use 1.0 for f4 if LL> 100 or assembly or parking otherwise use 0.5 I i 0 4 _!4.' 4'. 0005)51:: 31 AI.LOWAELE 1713.0 1114.0 7:15.17 1 061.5 501. 961.0 735.17 - ' C-Ills 735(1 3(1.5 735.0 601.5 - - 311.O '0111.5 - 7:171.0 31)41.11 - - WISI3MANOR0)IY Structural (lnflinocrs N0IJ4C0MP0S)TE REAM WITH DRAG FORCES u (6'i(7l. 2011 Non-Composite Drag Beam Design (Checks Special Seismic Equation) Fy SI) kol 0n;ega2.o:: Kz u: 203't)0 ks •. - .S.,C'.I51) . . . . it, rifl. - INPUT: I recol r I7(L rl) >1 (In rlNI 1) LOO( ci for 3n4 0; 361 Lls 1-0 YC2in5(J 17 133 71.10 711.0 79.17 (L011 71)50 (111)18 1714 (52 318.99 ILl) 1-I) 24211411) 14 :34 (1 )17(7(1 (I,'I7j 317.83 17.0(1 11)9.13 133.35 hOC-i) .124.1.0 Lu.c, 1-7 W:?losl) 29 14 o 03.00 0.3.00 52.511 0.01 7111 lIE 913.13 .1350 953(1 I..,-l-[- W21LC0 .75 (1 25.017 2.11.9') 21.97 0.91) 79.25 3102 W18.1)(1 213.1)7 I I-I 7521,751 .o :2.1 (I II? Ill) 97.00 80.03 0.011 1011.1:) 131108 41,115 172.50 I.1A i-h W21011.I 50 15 0 05.0 C-:1311) 52.1)0 io 70.80 77.011 35:21) 7)1 1)0 Ion 1•I1 21i.S5 1(1 14 117.1:1) 07.5(1 811.1)3 0.01) 119.13 15501 s 01: 104.593 L0:e l-I .17 47 0 0 65.08 (7(1 t( 0.1-C 7017.1 78.4 5 410:1 ho 1-ic .270133 247115)1 41: 7. (1 73.01) . 73.0-C (311.63 1120 (12.13 3(3.42 10500 31550 51.1;5 313.111: 45.33 0.110 75.1.1; - 151330 pSi (1.92 s:IrI(ET0) 24319 LIwVIS nor i,nuorn vlaegem COm(lr090ioo 351)00; 915600 iSollom '14090 1401 Gorton 91:052 Axi0S1:ocs 91011*5 51:050 (M.l1)) (P:iO\) (1,3i) (005nocom;)) 0.01 12,42 2520 14.1)7 0.32 4.07 34.00 11-,1061.- 20.211 11.71) (7311 11:11 42)0 311.00 12.52 11.6-) 969 5416 4.311 111.111 1(1.75 1 PI1Q1ICi: 1161; 0- 15:61 lot. No :11-514 Load Case: (1.2 + 0.2 S09)DL 4-0.5 FLL + QE 01. 12 IL 7111151 - rcation 5:001531: (loIn 1521: II C N 1) I N 0 -pal, 1. . . s: 0)10013910 Sending for Co,ill,inaliun with c:o:,:0100$!,-- qeam , ç. l. ik'm(L.eie:W. 14, (k.1:) surMhu - AI (E use i-o; 757(1,04 Co,n 7.::i 2(1.))) 122501) II Zt 221)2,9 13192 11533) -inc.,1-I) W21o7;9 Cc;lnpsct 4.3)31 1:1.04 9511031 2949 27611.9 237.7 2050) ;.17e 1-17 W2155() (:'.ct 421 13.314 0511(1.1) 16.4(1 1350.9 1154 1(12.05 llso 1-F 5021,50 Cixnpsc) -1319 13.04 1.551)3.111 3131M) 13124(1 . 71)1)3 23-13Q 11)0 1-9 W71e50 ConIpoll 6,751 13.54 5500.C- 2549 2100.0 2322 2(1)10) h-b 1-F 242.1.50 Cornpad 4.175 13.54 5505.0 1.1.15 1:1(91.7 1134 1(12.05 11:10 1)1 2421750 Compact 4135 1:1.04 5550.0 25.45 2791)9 232.2 209.01 1-H W2l5r.) (looqloci 4.119 . 13.54 551)0.0 11.49 133)07 .1134 102.09 1.1110 i-K 24771.134 (75937ci 7.31 -21181 220041 10.80 2129.5 1775 134174 115111-K 242o50 Crnpacl -1.05 13.54 5500.0 16.40 1311(1.7 113.4 102.1)5 AXIAL: ("on:p,eso,o::; IA)SC SectIon, (17) . 1 Local: n ._551 Size 'Jvlder incl, I. I: IC : r ( cl slerwer l. 0 I (07 1 (7 aly 0 0 I (I I' (II 4 AOl 1.1001-I) W2iO4 350564: 411.41 0.5)1 --15,3 0(31)7 1)111)7 I.in 1-0 W2lr531.. 10501101 811.32 . 1500 ., 110.9 1.01)1) III? ((.005 (10113 31))) 211.3 0531 :3111.8 or 1) zl n ° Ir:dot 10') ('0, 7 7 1 CII .. 3 1. . (3) - 0.9 ,51 0.01"1 ' 119 .- I44 1 3:129 I oh 1-r i;ne 11 Ml x5n cjLon0er 169.6! 1.0M),('3)1 CII ,3'I 5 I 01 11' 11521,50 SInn05:, . 93.1)2 ,.' 0.01) 7[,31 - 11521; -211.4 .. . 111.2 - . 13.095 , . 13.1)1(5 -,- 312 411)4 1)731 I-n e 7611 11(1. - 1 1 ".001) • 34.6 ' (7 1)31 I I;) 1 n Il in : 1- ?,'23x7)fj 9105110: 1319.02 9.0)1 3031 ,.013 - . .28.4 ((1.2 2132 lale 1-I'! W21o5(1 13Ior.de: . 141.43 , - 0.6/9 7(7! 3)00 , . 31.11 111.9 0.1151 9.631 - ' 337 11.1,4 : $729 Ins 1.1<' /o 552Il') 5Ii:dr 02.71 . 02)6 - 1(134) 1.1.4111 ' 41131 111.5 ,u- 17032 11.3112 :17.-) 4650 U n.: 141,W21o(01 . 017n4c-r 0179 - 17.7 ............................................................................................... 1.31041 31.11. ' 16111 ' 1755 . 8301 - 337 9:1(11) -1552 ' 843.11 14)30 0100)5101 In 1111 3059)V (1751511-40010:1401011CC: C4OII(7411115110) 611.1:01 thk :0 ;le 1510 10-751(00 _. fie art S;z* - lie 14)J 5127,134 'L(fl9l-12( W5lnso e • - Ime 1(1) 15215513 1(551.71 2421o110 - LLlO 1_fl WS1zOO - - L(7.Ci-F 11110 1-Il 24211411) - - - - - 1,150 141 '2421,513 . 1:00 1-1< 45'2'f,5I 1(1:0 1-K W21o3)0i - 1,159 III I - )34::;I5'.f) 13 C4n:e.51,o; AMC"-1 . l(7onlioq (3 Cousiaeosio:: (SI).) AlSO; (11.2 - 001:1914 11 701:75*1 I 1 01,1 13 2 10 I U :15 ' 1 Rio-.. Ii P24:6 Staz.75ly I' j(oq Ill. r /" (4,171) 8.300 (10.1401'ss:L:-: 179.31 - (1.4110 1160 - 11.097 0.44 (1.1.1) ii 27(3 - 'LOW 75514; booms 112.50 0-143) 0,91) 11.410 0.59 50 - '11333 - 9443 ((.39 - 1.1191 - 8.39• - 009 (1,145 ' 9:9; - (-.57 3403' ° COOJO'011110'234.337 0.137 - 11712 .Q:' . 0.17 11.42 - (3577 - 9.071' 4 0-a: ('19.1 b009,,n 41351) 15397 - 758: - ,L:1107 0.111 01)7 ('20;) - - 0307 - - 110)1 -. 1175 11.193 1 : 551 Tsno17n - 12.cc I. 18 .'II 118 - 3.75 -. I) .' 1 1 i 8 0.109 - 412.513 0:15 ' :1-1(41 11.511 - (121 -7527(1 0400 - (15:1 0.1101 70109)0 - , 41:5.511 11.11111 0.2(1 4.11)11 1526 '- 1)00 (1.124 1:1311) 025 11.3317 (2400):socio:) - 159.74 11.51(5 4.11)1 17.1112 - 0.40 - 3.27(1 - - 0 2311 - (1.152 - (1:17 0:155 Con';por.9;m :07.1)2 ((.735 17.194 0.0:1 - 01!? (I 19$ v.41 COCLE ' I11l4rtl0linp OK -- (13)1) OK OK OK 014 ,0-31) 0)4 -0.28 - Ole -' - 02)5 - OK OK 0)0 5317 .........................-----........--.-- 1) I;Cr0000t.IV0 16013 I51.1: 1* 1.0)51)119150 011)1111.0 001.or.My I. - -i: AS1)1::I51S 50-411513211014,1511)1) I-lOT 1359 000'nm:lpocliocl(pno( . ....-- ........L..__.......-....,,___,,, ...............................................................................-- . • 1 _ 7) Senucios Cl(151(:114!i)515 -- . C) 2) 150:11; n:55'sr,I: 17)1(10 (non RAM91'9ft oI;lp;JI S)Lc.'000) - 9411159341)415 C 219 Cs:.:l, (33 Iio1, PcoC-715,, 052431 Sb illl00000c,: 1.00940 0i11:cr (-13-14:1; or l-i12 51515111,17 .124d 551.4109 300-035 3.51)0.: H1.3 3 :0-:. - - • . -a. - bet tam (741 0.5751- tNIn-)Oa0i t..411110 51ii51,l; 11' 1594 134114 'Load Case; (0.9 - 0.2 S135)DL + OE - 7)1. 0 5j (9 - • Ll. lode. " n S 07lSEF4ANROI(Y Srurt1 Eq)inoers no NON-COMPOSITE 80010 wm'i DRAG r-ORCES =n . - - 4P171121111 Non-Composite Drag Beam Design (Checks Special Seismic Equation) • (1011 ksi . 7 . ' .04,= 0.706 . No 10 - - VxiaI 1 INPUT: 'Ie - 0(i 1-li-t-g 0 i Il 17131111 (I I 2 . 011(3 - ,, 45. (III I Mi ., Me 11. (0.6- 5(k1i;An1p3('ed P 1. 14 ilr'.ilj 11 , (Ill) 83401 4 1 SI)iL', s Ic 20110,4 11 1 !'I (I.) F' II ',psl 11(1.17 44.3(3 Une 1-r 3427,11' * 13.1 -13,11 0 71(10 11172 Iii 38 154 (30 3711 171) Ijr 1-I) V177.1,00 7,0 17, 1 • 975)0 97.02 ((17.313 (30,62 '2)81' 1 11) ((7) :'2() 00 190 1-0 W71'.50 - HI 34 (1 IXlt)L1 03.04 (72.34) 39.313 -1.51 40.011 Oil UI) (Ins 1-F 7421,10(1 20 II (3 26.00 701(11 21.67 173,29 7.71? 2110(0 1-F W21,.9'j (4)- 15 (4 97(q) (37(5) 30.113 (40177 1:1.71 1151 (XI I2 0(3 43119 1.1 vV2l.3I) -16 . 2-1 0 113.50 113.7)0 32.011- 70.741 4:4.30 24011 713 IX' 1,10,11-I-I 0733rl,0 73(3 - 19 (2 97.06 17.011 (10.02 0(3.03 01437 '1-11(3 1,3400 _u'io 1-Il 41(2 ¶x543 - - - 0:1.00 0:1170 52.70 39.311 .1350 .11.07 117.01! Line 1-K 3477414 -37 117 5 73,00 73.01) 110.511 45.1(3 81.91i - 17504 3(11 ('7 9721o50 48 24 0 1401)1) 513170 4)1:13 30.26 44.04 17.C'0 ISO (17 PIIIO 13.00 7,l3rl3Ei7'y) 24.01) CliecO for Bol(c,,,, "(6000 in Co,i,prenio,, 17,1154, 11i,1'0L' 1)37514 (7n04 Nc-1 (301117:1 Ger-2133 911303 046,) !40qss ('(dOe 5::o (Mii) 401'73'7041(1) 12.144 5.410 ((07 34178 1 '.12.43 17.20 31.70 0.31 0.21] Hill - 12.52 0.53 51714 :.41.t'4 2412 12.50 5.103 10.75 1.11)117 ern] SI c 0 E N 1) 1 N G I (II I C Ij Cr ,, , 'ni- A(Ic,wa(lk, Ben,Ilnq for CnhIl(,(r,olio;, will, cflhilprod4ieo Al LO)'.'I'L'L( 5), , ii, 'efl ,3 I' (Is 1 o ,' n I) ¼ II l,t:ddi,:a 1.4,11 1-13 012.lrl)1 ClilIqid 734 21(4(1 '220(7.0 13,22 2306.11 11'12.2 421(31 line I-I) 1021x58 C0'7p3: 1,51) 13.54 350(3.0 20.43 7.7116.9 2:)?.? 211001 .51,1-1) 3421x110 Cor,XIoel -1.75 12 1,4 330(1.51 14.47 1309,7 1334 103117 045 1.1' 3,o30 n1pe( 4.317 :13 3-1 59017.0 :432171 3(24 261!.: :o :71) 14127031) (91(73c' 1.341 13.52 :5)49 2761141.%, 55(30.0 761141 222 2 200.01 lu'e IF 172(,5l? Coepocl 4.1,0 :1:05-1 5370.0 14.4f..13(10.7 113.4 102017 I.ni4 i-1l '7,'2lnfit) 50.141671 4.39 13.54 5500.0 27) 'IS 27410.0 2:1102 3(11)111 1.no 1-11. t52141113 Cr,mpn,4 : 335,4 4054.11 54.43) 13(0.7 11:14 1112.09 I.ho 114 W77.'414 4:09(1813 7.3) 20.415 122(10.0 40.7(5 2120.6 1775 15974 Lklei-I4 0121,1711 Cdrr.p81.I 4.09 13.54 551)1)1! 16.47! 3363.7 1124 102.05 AXIAL: Conw'essio•,: IAISC SCI.I.11111 (17) , . l3e8n 5)30 oul- lende -f KU!" KLJI 1,(03.47 (Id) 0 1' (072n( I),.(really 17.1 (.1110 3-0 31'27o(l.1 Slnnd, 46.41 1091) 123,7 . '.0051 62.1 19.4 ,).977 0707 311.0 110110 ic I-I) W2ix5I :1!cuids 17)1(32 0.611 311.7) 1 0:11' 2(04 1102 0.1045 0.525 2442 414.4 ] 3739 .0,4 1_I) 3421o31) 95r11151., 273.412 13.03 6 7.7 coo :oi.c, 1(4,37 (7 (ill 0.95i 33.7 475.2 I 4(105 usc (-r 34'41x51) S!n4cor 41.45) 0.01) 309.9 17024) 44.2 8 15.4 (1.913 ('913 41)41 573114 53154 lire 1-F 342(y4(! 9Ind, (30.02 11.5:0 .113.9 1.1(110 2412 ',2 0.91111 01113 282 414,0 2729 11,.: 1-11 3421d/j 1194(3511 '0.43 (((Xi 57./ 1.131)9 34.11 '0.0 (0135) 11554 33.7 .1952 443,6 '.8111 1(4 W2189J 29(148' 9(1.5)? 0.0,1 400 .00? 20.4 ((12 (1.11(13 SIlO!) 282 .114 .4 37M; 1,19 I'll W21x51! 5981107 3022 0,739 5/.7 '.17011 341)1 1(3.0 (3.931 03)173 337 47157 4.1111 I.C.0 1-K 012101(4 Sln'idi,r 52.73 (3,0 1, 10:10 (.1100 .10.11 10.5 02.512 ('33:2 :170 11311.13 114513 I17C1Iç 4 I 0 SIeed,5 fOr .73 I 0103 111. 1( .5 1. 3 31. 7 -I 44-_1j "' ......... ""V'';"0'1. 'v '9 (3111151 I9JII9P,010 l'Wlflilr.l I10I0 *81(40115411(111 - (1151 714000111 or (1 Ciii; 1111,443 JOIWS 1154 6.1 08 sore, Ten 1(0,1: - 011(101051(1 12-15.5 1110.3) 72941 176)0 735,0 007.5 1357 0617 731011 (16)5 '30.0 981.9 733,43 11431.:, 745,0 '7137,5 32-171.0 11(6.0 735.11 1403,5 1420:8 -. (lea,,, Sloe inn 1-I) W27s04 1111441-0 7,'7i 11I) 1118 1'0 3421x90 11114114' l'321n?17 Line ('F line 1-I' W2in50 1.1110111 W21.541 1.152 ",W2115)13 I,:r41)4(f.'27e174 (IrA -(,14 021,573 5(315 Hi 3- (lenthr.q a 5v1117 1670,e,. 7(05141:1. 11e.nthnj & Cce,e'essi,ir (0II , 0)SCHI.2.Iioi:.417r9(3 P w, ((ml 0131152 H. (2,, : U!i(/ 11111 (:3 17',.o.S, le-sc Sla(41:(y Ber.INOJ5-q.H1. I',1I' 1),/ H. JI.II7 ((Il-I a 0' 0.353 COII,4:5155!571 (711.31 0.27(7 1 0.77(1 0117-1 0.45 343 11.276 21754 1 033 (1.040 Co14p180slco 201001 0.4737 0.24:' 0.61 71113 0.333 (247 I) (7.221) 5481p041.silel' 102.1(9 17436 0117 (1,117(1 032 10-1) 11 1411 0.1116 1(111 12.400 Compross6a, 234.13(3 (1.3)711 71.47 10542 13.41 0.41 1.327 004:3 026 0.4111 Cvn,presiion 2)1100) 11.424, 0.114 10210 0113 0.114 11761' 0715 049 11.37(7 10.0903 412.543 ((.105 4319 '1.107 018 03(7) 0.1117 0(05 016 0.493 Ccun5r9(slon 2(33.01 9430 0.0 -1222 13.11(1 (35)') 0,2711 0.222 '2417 '1.184 Cce:essci'j, 3132.0!; 0.427 41.02 4.13)0 (12(1 (2.37 5.174 (1106 7317 '0367 r_o,r,11,13148),: 352.30 (1.325 'Hill 0.1)57 5047 -7276 7)277 033 0.3sr, CGIflp1it114011 ((12.07 (3.436 , 11.74 11.1015 0.111. 0.55 3.2:10 0.1471 033 Check interaction 014 022 01< '7113 0)7 (141 OK Ox 0179 (344 0.18 01< 3.013 OK 0,3'! OK 027 OK 1)5(7 ......... ........_,, .................,, - ------------------------------------------------------------------------------------- -------------------------------------------- -------- -- 'I 71410400 I.,',e load 130134 1,, 1 I,! In, pS(:471 0(009(9 anoc,r8jy 43 J-.XI,.13-.s 0011421141084361,14(470 1407 14 1: flllll-C7l1)1Da4l 191017,01 - :73 &4Qn132r,Ieo 1418131)0 per AISC'036-.1!1 (02 1. 73I7)I2), ('.1532 Po. (AsOSI ((In 1) (P07 1(1475111) 01.. 1('ll' P/04S'Cr( 1.I,IpJl - n 4(5(81)" r(kI1(7114() Use - - - II (I, 0 i I, (0,401 a- (-n-i Cell eli, r 1 1101,. lii oc ibIs'sused per Al (/184" 1.8158,1 IQ 0 0 . 0 I 178- WgSEMAN+ ROHY - - STRUCTURAL ENGINEERS : • Al. Of SHEET NO. PROJECT By =1 DATE JOB NO. / . . - - (. S • .. . S PLAN t 7 '• .. - ..,• . . . . '- N EC- • / -. .. . . S • ) ___-• . S •S . . 5•S -' •1 - S _•••____•S• -' S 5 - -S .,•, •• I C) .•1 / • : . •-- - S55 -,('i : 55 5555555555 S :• - - S • -• . 4 . - • -S . W$EMAN + OHY STRUCTURAL ENGINEERS PROJECT. SHEET NO. _OF_ / JOB NO. --- Lj: . • PL -,&X5 . . \\ . - / / \• . - r - E3c / - . : • '-"-'-. O vI'cL !40, 1'.';/'u- -7, S - .5 A -4 (1 T - -) / (0 - - - 2I :: . , / . 0 S 0 f((L/l : •--. ' /0.• • - -. ,/ a/A - )Y-- 0 S - • ( - - - (/lie) y t / - S •: .. W.1\ > /<• V WEMA + OIIflY i STRUCTURAL ENGINEERS DATE ric:('-l') oitzc SHUT No, oicr JOB No. -': r.Ici); 'o" . '- A I--? - - - - •- I -- -.: - -- - Li -; - - -- =- r. i .. .•_• - - :. :) - -.-------.-...- . :1 TI __ - -----f - -- - - - . - ............ S. - - - -. --: - — — - -- ---__ S '.._...__j..it. ------.----.,-----------...--. . - -_ i4i/-j - - -- - ., STRUCTURAL ENGINEERS : BY I DATE ' c PROJECT SHEET NO OF f..i )Oa NO - / S ................................. .... S .. . . . S . . ': . ..1r . .-- - - I S S. ft, i.\ -1 r - - .....I........... .......................................... 1 I / • ..: • ,•. • WSMAN + ROHY . - • . BY ' DATE / STRUCTURAL ENGINEERS VK PROJECT SHEET NO OF JOB NO \ •• ••• • - -TI r - - L 0 fl 354• .1 ------------------ v. ••..••- •i ••• .••• . V1 1' \) Vj < (i ) -- - L.L I 4. .. WSMAN + ROHY . STRUCTURAL ENGINEERS • BY/' DATE 'PRWECT 'AL SHEET ___OF JOB NO ' çHs' /.•ivS .. . .. ... . ..... : • . - ' (i1 i - - - -, - • \2) L4V - > - 4 - T-..1 - - ....... ... t (c/ CA f • - ___________ WSMAN + ROHY . . STRUCTURAL ENGINEERS • •. . . • . • *----... ..• •. . BY (. " DATE 4V PROJECT C::7sJ . SHEET NO. OF • . . JOB NO. -- •-.-• ------••.•. 1c-ci 1j,y .- - - )/M r /) . 7F _(3 . •.. •: :. fictc)S .• j_ ... :...: . .I.L..t- 1A.. . . •• .• ........................................................................................................................................................................................ . .• . .......... ............................... . . . ................................. .. . . . • - - C - jf tv• 55 - - c 7C WISEMAN--ROHY NGNEES Ti!tUo Wall Desian . - W$EMAN + ROHY STRUCTURAL ENGINEERS .. DATE ______ PROJECT SKEET NO OF JOB iL, (/L) . • - H. • • : •• '. •.. :.: (X l) 41 - . • 1 IT1 I - • . -:-----•- . X.)..\.).), • - • . • • •. - r- • • - S 'GRiDLINE .'l 11:' _ jQ zx - ( Ax 1 - - / 2 - - .• •- -& -/c S •• •• WSEN + ROHY STRUCTURAL ENGINEERS DATE PROJECTBy SHEET NO OF - ,- .1,1• - • JOB NO. - ? v V L 'S i CL - - - - 4 . . . ,. .•• ••. . . •, . I . - i t o & - I 3 -4 I L - / / .1/ -, •••- 'V- •••. 20T .( ... /( ................................................ .•• ............................./ . ............. .. . •. •• . . . C I (' - ( I / / I - - /1/' .......') / - 2 - c:) I •• •• . /O-r •• . . .... . •• : . - 4 4 4 4 190 W$EMAN+OHY' STRUCTURAL ENGINEERS : BY DAT OF A JOB No.fC - I / - c [2? 1 . : • . p ... • . . . : ••. $çGR)DUNE, - - - /.'7Sj . • . . . • . .. .. . : ... .,. : .. :. f I- - - I( ....... 1 •. . .1 •.. :./: . •. . • . • .. . 1 f5 . • .. . .- .••. . 3 - I -• . • fl . - 4 . . j •..: .•... ...... ..---- --- - --.- - - WSMAN + WHY, .. STRUCTURAL ENGINEERS BY DATE PROJECT C/!i. IAr' •i74 ii:::: SHEET NO. i .: Of - 1 JONO. Cl, - - 4 t 4 .4... .......................... . .......c____-.A.-.-.--.—. .----...-- .-.-- . .. .. . . . . . . w,.c, . •.:' ,- . , I -5 C + 4 fk I j, 4. . 4 ..... ........ .. . . . . . ............. . .. '4 p p4 - ••• S .• .••• • WSMA + OHY S • STRUCTURAL ENGINEERS S •H By DATE DATE..L2" PROJECT SHEET N0 OF JOB NO. -".'71LL. $,-'. S • S ....... • S S S • S : S S •• S —) — F H S5 •! •: • •.. • •. S Hi • SSS 4 S S _SSSS. S S S S S 11± / \ ><\ _- —y I - .5-I I r z 21 --- I /1 /. • S / r I e0 'S •.. . .S • S. • 5 5 i,,,r. S S • • • • ••• S / 1 A - - ....... ........... ............... . . .. .. .............................. ... .. ............... .......... . . S 5 ...• / •- S S S S. •-' : //':.? S 5 - II • 3 , 5 - . W$EN +ROHY STRUCTURAL ENGINEERS : • . By SHEET NO. OF JOB NO -' F;D /- / r 4 . ç.o;, •: . H • ..... • H. -- . . .,... . 1/ H. .... /o) J . . . . .. . . . .- WfiSMAN + ROHY . ..... STRUCTURAL ENGINEERS By__DATE PROJECT A1 'SHEET NO. OF___ .4 JOB NO. t-LL /sjJ7Jz - - I j- . :'. .:• . : ................................................................................................................. ................... . - . : . I .. . . . . ..•-.. -. S (- -_-- - PANEi.ELEVATIONS GR I ...... ...... . .. . . • 1/ •-_'/ - EAU: 77~1731. qf /1;j' \..... / ..... .i.••• ... Ill :- .:.-- ... -. . ............................... . r• . . . - - 281 -' - / /•., ..)'t . ....... .. . ........ .. ................. ............. ...... . • • • : -• ••••• .•--• • WSEMAN + ROHY • • SThU(TURAI ENGINEERS WSEMAN + ROHY STRUCTURAL ENGINEERS - . . . - WSEMAN + ROHY STRUCTURAL ENGINEERS BY /f1 DATE ........ PROJECT j,j) _______________________ SHEET NO _________ OF JOB NO / .......... . . . . . . . E) --.--,k-- /,:. - Il_iI '-S_•_•S___•__SSS .......S_-S_S__S_ ..................-- -----S.'.-.. ...................................... . . . . . . . . . . . . . . . . . .5-) SS/ S..? S • S S . . . .. . . . \_) —I H -_ ................. -r t / 'i - . . . . .. . .. . I . L 1: - -- -- ç $ H 1- 5 5 ,:'-: . • - - - .- - PANEL ELEVATIONS IONS BTWN GRIDLtN jr- . / p / _ A S. •../• 5.: • X ' , - ,.' ..............-•.-/' ..... '.- .1/ ....... .. .............. j S .-t2-- . 555 .....• 5- . 5I''__' '- . ... . . -.55 •.... a /l-J: 5- p • , S S * IL - WSEMAN + ROHY - - : . • . . 'STRUCTURAL ENGINEERS' • • • '• . • • • . : . . - BY DATE PROJECT '/ '' SHEET ND ________ OF A JOB NO - _..___-,_ .:. , • ._.___L _. • LJ-2 () ...-. ..- -. • - • - . •• --..- •• ................,...,.... - - -- . . I . . * 771 '/ A / . . • • 'F ' .F,' - . . • • • '• . • •• - F - - - - ..T . W5EMAN + 1OHY STRUCTURAL ENGINEERS BY _______ DATE PROJECT SHEETNO OF A f JOB NO ...... - - - \ / - - I 17 f I) --- LI - - - - I - q. :. . --- /-;7 I - - . -- : .:. T. . ::T -203777 WSMAN + ROHY STRUCTURAL ENGINEERS' . : . . • . • S BY______ DM/ PRWTCfA_Y HEETO OF Joo -- 4c14 I1 )/C j-r ----- - 100 30 c', - - . . T.1 1/ .- - - TI L - - ) O l'7'PL -v-- '-- ((1 ic&/f it i:: ±.:I3 •"-I . 23xt- I I -I ......S . . . ••. .: • ii . ' • : ___ ____ - — --- --- ----i-- - - — i— --- -- ----- -- — - -_ -- -' .•. .. - • ,.' - ' 75. .3L • : : - • .: . : WSEMA + OHY • . . . . . • . . . . STUCTURAi ENGINEERS •::: . ... .. -. . . BY / > - DATE .- . . PROJECT J)Ij) . SHEET NO JOB to . : - . .. . -• .............................. ................. . . .......................................................... - - -3V f ( 3 () fl - - - - - - i - - ......................................................................................................................................... " 1 . ........... . .......... ............... ............... .............. ... ... . . . ... .................. . . . . . . .. . . . . . . . .. . . •i•• WSEMAN + OHY STRUCTURAL ENGINEERS . BY / DATE ' PROJECT ' / / / / I! _T"" SHEET NO ________ OF JOB NO I' .: . . . . . . . : 0 -- --4 4--- -- / i ., 2 •/ -1 2--' 23' 0 V2. • • . . : . . • . - * p-A - 'ri V <-/c ow i••Ii:: '- (5 : - /- - 0 • . • . . • . . • . • :7 V - r k / /) V (3 &1Q• i .. i?9f/\ /. • . . . .. : 25q,AP,- - I N Qp - - I- 4 ) W$EMAN + 1R.OHY :STRUCTURAL ENGltEER 2T WSEMAN + ROHY H.. ..s . . STRUCTURAL ENGINEERS . . .... . . . . • _ :DATE /k4r PROJECT //kJ CIA SHEET NO ______ OF mzrtu 4 joo • -• • • ,4A7 L)e/G Pi . H .: . :. z 00 • • . • . I . : . . , + . . . . . II WSEMAN + ROHY STRUCTURAL ENGINEERS .. : BY fl'- DATE _______ PROJECT '-- SHEETNO. _______ OF fltV4i A - JOB NO. Q I7 -? Oc cd 1C - VpQ i. Vc/ 7S1 rco,X - i -- -- i OX - i JQ -- APi/ 1'4APH - t/ 7i &71:i1 '( l(-' > •:l:H. o K -- - - C - .... ........................................................................................• •• : : • : : - .' V7ARX r - I - I V' B -. ---' . -.-"--,.•.. WSEMAN + ROHY 209 STRUCTURAL ENGINEERS . ••• ••--• 1 J) SY t DATE ±L I PROJECT _-y4 s'" t SHEET NO OF '- ' . • JOB NO. - - - - .- - - __.. 1 1 -- -- *1(,1 ' .'. 7: i< Lc JQ)FiQ. - 3' . 6. V . . . . .. . . . . . • . • . . . . . . . •.. : .. . . • . • . : • . . . . Ponol I irooftot 001oti liii JRitjldUy Ponni RI9 lilly OlLO 51000n_jlh, Fmnoto I) Stool LM. L.o,J!k( Dlopiniaojri, HL Abo. Fl1, Oil of 0oim1 (ft.) 00000715 (IL) I Toopol Ontoo(tt.3 Solid Ponol M.. (k) Mo, (114) Add' toiton Load on lrouon:(ke)o Dint. 0t00.ftono; Pr011l Point Loll L000tClr) ,End(0 07141 f Uptoll OS halt. Loft Cod Rllol Domain (14 Clod (94 (Loft) 01004. Sown ID (Rt9iot( iJJ.is&J D2i. 4,. L..,...oii 1 osOLL .s.siL LS,. 4. .14 ....0,j,. ._i.4j5 5So.,.1_i.a at ._1_. _,._44) _o,J ,__,,j ,_,,15 _L(I._. ,5_, 0 _L. _4.°_J_YiJ_fl — . .o. .L ._I_.si0L° i l_j_ r I 0,00 — u0c,Jl1' I o4.4o. f......... .4.o( aoLT44o ..Lit4. 000 '° j01LM. so 4 J)j JI _.lO......- 5__•4 _.to. I__4_i... _• , to_ to!,..— 1" _j,. o . .MU4'°.jSLL' _0I' _L_nat _(,4_, j,.4 ,L;_:._ j,_00 2_4_ ..-oit.. : — ,,•_,__ _••,,J.•_ tn_---- . .-. 71 __j S _f_ _t_,_, ___ht._ — .Lc...)_ ----z:—i--_ loin, 0j_I •_945 -71 _________I__n____I - ,1 oF______•o______I _ '.1_L5,J III__I _____U,) ,I( o'__F ____0______I I a — l ______000 6±1 11-1~0 JL4 ir 'jo_ 0_,),Is 0400_0104, , ,JT 5to _ — 5,55 — I -i--h L ,)IT_ I_j4_Jj55_ Lt,_io0.51 L9 _.0•14,J__4,L_ji 9_f.__ 4.)5_ J( _5)I tC 1 - J o.o&i-I t_4__ _4 ,t, a__I`L2! j_ —a ta 'aoon ,_ 100' I 5) tO) _O0_ 7TO)' (500000000ii_00ot0 .4 44t. : looI. . 1, _ ..ioT)...44....itOTO.. ztli__ . _79000_5 -. .1 01SI 01 ._0000_. - ..... ........ilL1..U.19_(.J0111LL021i0. o± -as— I'll . 4 4Si!nL - U _o_.........2t1'.......I55. 4_w.490)10141) _lUUt_. . "° ..JZii-.l..115,0_J.01!9L .00000 . U "-0•- o_ ___ _•-. I s t J _•0 _"_'00 I — '1 .'St••' I —0O'5 i "0 o•o-t F yos: I ._ t 0 1 r- I S - -- •o. . - - — IT Id 0. 01 l(Olddcwn Checks (Futll'Heijht Panels) . . - :Proieclt Car(ebadaaks-BkIy Is : '. . W( .)ob# 15.514 HOC..D.DOwo4S WSEMAN + IROHY STRUCTURAL ENGINEERS - BY ( . DATE PROJECT SHEET NO. OF JOB NO. /d4 ! , • . : o 4' 4 - /'JE' /v c X 7,7f / r frl/% i ô / /__ - - 6 (J¼ /J/\ '-/- * L '. .-, ... . . 212 STRUCTURAL ENGINEERS By . DATE/1" PROJECT ___________________________SHEET NO OF ' JOB NO :.. : ..... ....: Li 1—! za. LA : i - ---- -w," J) ---- ........ . ., ( , L) t (f) o. 570 eG Ya frt'r - 1 ) I I ,. . WSEMAN + ROHY : •. .. : : STRUCTURAL ENGINEERS . BY_______ DATE ______ PROJECT &"1 SHEET NO.______ OF i3uanl-f —j- A JOB NO. F . ...:. .. ..... . 61 . •—/—•— ••.•• /u1 '1ca r'C () fr j c L F- - / fsE •:. • < 4:: / S z• -/ cr' ço• .) 36 / WMAN +. O 214 STRUCTURAL ENGINEERS . ..•• -... .-- . .- ________________________________ I . )._... ... '. i• - Y 7: •. DATE i"/" PROJECT ' SHEET NO. OF 1' JOBNO • --S • . • • .- • • . / \ / - r . . . : - . ........................ • ................... E-' .• •. . V. ----° • . :, :.. •. . H • • . . . . .. I i •-•-'. s& -ç /.. . . ., • ..... .5 . . . ,. . ..... . S. •4_........-.............._____ : H . . . - c - ...-. ........t./............................... .............................. .......... . ........ S. 1:.. \----- j - L ' - It1, 6,sqc) o7, (f3 \\ -. - ........................................................................................................................(ç S. •• S .5* •5 . S S - ... S - çr7 - cv ......... . .......... . .•...... y LIN - - -.' N1, 17 Ci Z2j — 21/i ye (c ) )O / ---, -- - . 1 I — — 1--/ ç / ON 801 10 0 j 'm10d t i liV0 JA8 ------------ SU3NiON31Vfli)fflhiS AHO + NYWSM S - WSMAN + ROHY ., 5• , . 216 : STRUCTURAL ENGINEERS 5 . : •' .' By :DATE OF _______ PROJECT 'iii/.A! -'i<' SHEET NO ________ _____________________________________________________ JOB No. IH S S r'• 5T:" - 1., -S. 555 S__S. 5 S__S 3C Vc 1CC\ Q< 555555; 31 ,r_," - / T'T (-- I__i-) i/.i 41 O) 4 c ( 4 4 4 14 5;,unL1. looP D,p1oop,,, Solid Adji Unifoo 0lUoI j Mt E;u,e Uplift ) Hold- HoP.l - I o,o,d, 14,4, P,,00t 11.014,10 FuIo;o InI ll'0lw. EI.J 111,4 Penol in;' "I I'.,nol Lowl on pol,,l 1 Id. LoPI Cod' Right Down 0 Dow,, (0 P.onol - 141)1)10) RiGidhy....Lion Ls-L-11 ) (d,o Fig (lI) V.,-, (I M0-,n 41 M (II .4-) 00041 (III) 10040(4-) )Eod (ft) (4) 44 (14 (Ink) (RitISI) _LLL4_ I I - .. — LI 44 ._4 — __'4-,_ ...LL.._' ._Llo411 .4,__4 __, 0 1 4-00 I I r - 1 4 _.... .._..41_. ._ 1 00'.. -0 Il w'4_0 ._ 1 _±IL I 4-1110 ,..i-.L...4__ __k__,._ o.1,, ..._. I oJ_ — 4 — j.i.~ .._±L_..... U 1_I N_ - .a. a_a... ..._4 7J1 l___.45 4 11 l( I 17 J4 11t/JLrfi 1I. I k?11 .i±1' iia - .... -i .±- k?i. 4_i-._ '-......- I _! '400' 1100 .L1 44L.4.4i4 1:'....'9J4...,. 4.41 -Il.............4. 41i00 _&_ _ai9_ _295_ 411001 .J ...450.. 4.11. .41N..._ai'L'.......... .li±L .222L ._a11/_ Jur,- LI .S0 -4- L i_'_r' ._U _L0 _a....4 11 1- _I._ _J±j_04> I '00 01 1 __,__ I tzEllj II.. - :1...'-" _i]&J4iJ I 4c_ 414 JUL. _UL 440 4A L-a..L_/44_ ok?0._ I _dLi11 , .1-4. - _ -i iv.!: ) _,_I J___J_J I _c_L_ae.J I --oz, v _ -- - 't_ i. .__._.j_wzo,i ..a__ _.L:44L. 1 _±.._j_.i±' 4.LL _cJ_ .4.o.I..4.'0.atwt1 11111 .zi.. .__ .4,44_J LPJ4.-o?_.i..J..!...0014_ .43J_I .40_ ULI.I4).. 4110. /201. O001J '2±1_I ....Il±110.J_a001_ 411040.,- ...±45._J..i00J .1100. .±11&. - 4.I0Il21II -.144).'.! J45_ .4.421 -- - .±Lt!_ L 4000 1 400L. 4.4041... 4— - _00L0. .4L......1 _01114111_ .1 _a110. 1414,0. .14.1114.4041.1.0221. '001) ioo4..±u..----------_)4..•4)J4. 4L'-.. _LU) -_111Lf1)d1 ° ...... '..Io±L_-±I p.3 - I I - I Foiddown Checks FuII hoiI,t P3rioI',)'° * Pro ed C, l'nd OA5, DIdJ A 'N 4-R Jul) V 1', 014 .'-.-IlOi.()-DOWE(S - - 218 Carlsbad Oaks- BuildngA - W+ RJob Number: 15-014 PANEL DOWEL REINFORCEMENT .. . ' i 60 ' Line Panel # 1.2 Total Length 2592 Opening Length 0 Length (ft.) 25.92 Load (k) (LRFD) 52.1 Usable As Req'd/ft. (in 0.09 - . USE OR USE 3V, DWL@ 24 in. cc." USE 13 #4 Dowels 3 29 0 29 31.2 0.05 USE 94 OWL @ 48 in. cc. 8 #4 Dowels 4,5,6,7,10,11. 12 26.33 0 26.33 35 0.06 USE#4 OWL i36in.cc. .9#4 Dowels 1-7 8 34.17 C. 34.17 45.2 0.06 USE #4OWL @_36 in. o.c -11#4Dowels 9.14,15,18,19, 22,23 21 0 21 13.5 0.03 USE #4 DWL i48 in. o.c. 4#4Dowels 13,16,17,20. 21,24 29 0 29 51.8 , 0.08 USE#4 DWL 24 in. o.c. 12#4Dowels 25,26,27,28 27.17 0 27.17 51.5 0.09. USE -#4DWL @_24in.cc Dowels -12#4 29,31,33,35,3 8,40.43.45 20 '14.67 5.33 2.4 A . _,,,,0.02 . . . - USE #4 DWL 48 in. ac. - 1 44 Dowels CO. 32,34.36.3 9,41 30 0 30 53.9 0 .08 '. ' OL USE 44 W 24 in. cc. .13 #4 Dowels 44.49 29.17 0 1 29.17 51.7 0.08 . ' USE #4 DWL @ 24 in. o.c. 12 94 Dowels 45.50 11.5 0 11.5 4.5 0.02 USE #4 DWL 48 in. cc. 4 Dowels 46.51 39.67 C../ 107.8 0.13 USE #4 DWL @ 18 in. cc. 25 44 Dowels 53 24 0 24 43.1 0.08 USE #4 DWL 24 in. cc. 10 #4 Dowels 37.5 0 37.5 4.9.4 0.06 USE #4 DWL @ 36 in. o.c. 12 #4 Dowels 5.9 25.25 10 25.25 29.6 0.05 . USE 44 DWL @ 36 in. cc. 7 #4 Dowels 1-A 59.60.61 25.25 0 25.25 39.9 0.07 USE #4 DWL 24 lfl. 0.0. 10 #4 Dowels 63 35 19 20.5 51.3 0.14 USE #4 OWL @ 12 in. o.c: 15 #4 Dowels 64 17.75 0 ,17.75 14.5 0.04 . USE#4DWL© 48 in. o.c. 4 #4 Dowels i-K 34.58 0 34.58 256 0.34 USE #6 OWL @ 12 in. o.c. .71- ac- -. ,36 42.42 0 42.42 225 0.25 . USE #5 OWL @ 12 in. D.c. iF - 41 j'4242 C -1 4242 23 - 06 USE #5 DWL@ 12 in. cc 1D f 46 [42 0 1 42.42 26C, 0.26 TUSE#5D'vVLi2 in. o.c.] - . •1 Design is based LOfl sneer friction per ACI 318 11 SectIon 11 6 4 assumvig t'ai dowels ae perpendicular to the shear plane t\ornial Weqht Co"cre e s assurnec Maximum tensile stress of steel is 60,000psi (2) #4 Typical at endpfp4nel is NOT cQnsid.r# in c.!cu!6tion ............................... .3 ' :. : ' - • S WISMAN + ROHY STRUCTURAL ENGINEERS • -. BY I" DATE ______ PROJECT - Rff'-I -•----. - SHIFT NO. OF •'z' /JOB NO. --/ -L D2j2i - - c • - . Ile - co -cIr - - - - . S '. ••• . . I -• .. S 4*.. • •...-• • - . S • S -. 4 S. * 4 5 - - -. •) s S I •••, - * ) •;)1 ..r: E2 • J. jVJjI:L;L h ij L Ji F' I. 'I.EVA7iCJ48 rFc )I.jI: FiG ( c fs .. -(-------------------- :;;;.::::::: T :i: •i.:\:7' :.. 'c,'1..:.: •:: .i \,i .::: :L :LL : LI:J.: fri. / I 1 j - I ..... .......•_ —. I - I- I I I I ii I. J. • IF I; I 1! .,. ii I I J ri.., 7 ..............-. -.- ,. I .'- I , a. 4..... iF i r ( PAr, E krso (01 ;F H : : - _:- - I -- -- ji L t1L 1 :4' _ I - - I I'SCL 1LFJ Ii Ci No a - -. ..__J -- ----I I .i -.---.. - - — _.... .. .., '.. -. .. .. • - - .- P". 7 2 E —fig-'T1.FF. i (I.II'tat (F L7L PIEiQ ypIkJ . .. . 7.. . .4. I I 221 7i) C - - I ------------- - - - I' J ii'1H lit PNPLIIP.TpN & (,~3jr 1 IU 1? PAr1 E E\I K)t ( IflI4l 1 LflAT € Gl1IJ lid lI I 11 PiLLt. \A-. 1 - - to - I .---- j LUU' ih...i3tJ - Sn F.1 FNAWINS VIAN VXry M7 I 4 •1 ., - * -:. : • •• • :' W5EMAN + ROHY 223 STRUCTURAL INGINEERS BY DAT PROJECT /A1'iii/ SHEET OF I . • .. . . JOB NO 1 ' H' ' ••• •--.--• -..•... ---.. _4_ - L - 1Jp I - N/ L1, ' • r') •: . ..........• . . "-'-• . - ( Y7 . - vi - • : ' • . . • . . . • •• : ••, : . . • . • * - - -I, Gen Info I, - YT0pcf -- . 0=20 fc= 4.0 ksi fy = -60.0 ksi . A— 100 2.0 Reveal 0.751n . -- - - - - = 0.6 Per ACI 9.3.4(A) tj )- 4-. - - - - 2 __________________ __________________ __________________ ________________________________________________________ .••,•. S WSEMAN + ROHY 225 STRUCTURAL ENGINEERS By DATE / '' v—'r --•• _______ PROJECT JOB . . . S. S•• •. ,- 1/4 . ..... . ..............H .......: .. •.'..f/ ...... .••• . ••• ...:.• .......... 5* 5 . :. ... • .......... n • . - r ' - 'e .0; L • W1SEMAN+ROIIY Structural Engineers PROJECT (>rlsbad OAS - == GRADE BEAM DESIGN == - LOCATION: Lioe 1-(6-7) a July2015 JOB NO: 15014 8/1112015 101006 SOlL CONCRETE: . . VERTICAL LOADS (Al) ASO): 712011311101,03 IO47IiillJ '311))I 1111 (not 11107111171 . - . . I71I1 Load OiCl Load - - AII,,wzoljle In aaaa Ic 1.333 (11110)110! loldt II All Coo [ cc .1.1:11 k1.i pill a 0Th )$llear) ] load Load j Load boO (.000 Load Load boO '11' It to: islacC0 to: lyo 157 LIII y7l)' 01) ((10011>151 1 2 3 4 - 5 6 2 II StarVl.11 Enddkipn Start End 70', I2 (1,cill( flitdfoot ((ljl'211 I) 1(11 I 111.0 701' Wrinlad!wtv 1 1 (hic1kn°c11 6.0 in - 1) = - I'.) Cl 1100 oIl "U.71 41 Of [ -.-. d.i71iiri La) C.13)k OO2L - i1.(lif,I( 0.411.9J. 0.00L - FOOTING: . . -. LI usioo 11.131 . 11c11)vo (2.00% 0% 1111101111111 at IOI1° it Ill lilt tO lirot 10101) SHEAR IN EXTENSION (not between volilans): . - - S= lil10i,11.O1L 0 --- ti0Ii ....... ---------------------7.PCO 1.1 (2.00k ..................0.011k I1si111l 1,111,10 II 11 0101400111-lI.)arvao till boo -- (1 )ns.n'( ( 00 0 71f3 - - - (11,171 12.1_lI)> - G.OSL - 1en5711' 54.33(1 . pili l.Ic N=5 . ._)iLth.isi)!' .)2'.(2)2..J).! -rn----.-.............___ .... (shnot steel 0101 ,loedotll 0>0101.10 ilc.01)il>b to (OF I It . toe m)lt 1>1011 ercepticr.?(Yd-l) 3 ACt 11.')....1 001102ii7a Thk.ft'elqIc 1.75 II Ehoar RoOd. Size all 21 0.11 in' . . . . nllnhlmI of sha-or c-lc-'S ags LATERAL LOADS (W& 11 both AW): . -. Cr to I - a 1>01111w 28 I cu. I (a u lilly W hV Ut and delaildd1 13 111) - __- I 1-1011(11 HcIht 714(11>1301 lvrchar;e 0.157 Ill . - IDENDINI) 0 EXTENSION (not bot000., 001wrni5(: Alloc-. Aboen BIrn. 1101111110 ijelsrole 101,10 WhIrl Gil Conloot Whi 11.70) 014(11711110101 l)2Epcf) snarl ll1)llll3k01I1!fll21lll2I 0.1)0 k-fl love) Sal, (0) of Flit (ft) (kips) t,1mcr,t (Oft) (kIpa) Moment (k-ft( S!Ar,;-eWch10 0.73 0!I (01l 110 pcfl 1213 ,a 7174 lo 3:'.00'l c5(2 25.1)1k 1174.5 0.02 LI (ii) To1alGi5Wc1>j'rt 1.12 LII a 11011 (II o' 02)1) ill)? O)econd 10.1,0)) 22.25 :47.50% 1)25.11 (2.000, 012 -held' 0.115 1273,Ao" 021! II" -- 0210 (1.0 -12.0 i3Ii70Si-iPf.l 14 (YIN) 150)71_I 5) 1375 III) Idanced 0.0100 :Poo,_ 5.1)1 ill1 -- 0120 0. 0 00 (140IL: Eon )-stngvlivl,I-frronnd 1)SNOSIITD%4i70065. th<ioo> HO) -U-..- - 0.01) 0.11 .0.1) I. IlsOlnOl 1131" ii 1> j I ll5barsoc-51rav1 -. 071(7 (1.11 (1.17 AiIe,r,aIc Lead Ca,ill,i,la;iona: 000(2 . 71011,01 lID SU.11 of w,rol E11 i.oaol c:,oI!0111; 171: 1<0 0001) Lnvc.I0 0 3 M0113171(l 200.1.-I k-I: (.100,00(1. r ((.) k-ft (000t) (OlIn, <LI uoizc (101,11 1,11(1,1000 0030111100) yoorli 1 . . . .. . . . . . . . . . rR1)11;Yowoacloolp) ..: _.._:_ "9) i!751__._. - - _____________________________________________________________________________ 01. 1(0,141. 111(10, kOc,,, 0110,11 I.. 0,0,100 I1Ic. 101,, O.T. 11o..is(. Foclo' 01100,, elton, In (foIfl0 Cccl. Mi,,. 1.001> COMBINATIONS Idoonol *Ft 47l) 'Alla,,cicl; '101 Mc,,,. btc,i,. 4,1 .141,1 0010,1 KionI l.onlfll, 0nc,i,01 ScOtt,, OK? - C1,,,n. 0,,,,,. .4 loll canto, 6.1,1! 1.0'11111 13c011,Ifl 11,011101 007 71.13 146,211137772 111711, :1 1) 1. I.. 11 0 111 PIp,) 1k-Ill (loll) 1011.1(1 (Il) (Ill 171141 (Ill Itcl( 11,01; 1k-il) (0.111 1010,7 (II) (lIt (YIN) (II) (1.1.1) (c.1( 17r,11111c,, c-lI>,: (I> ,t - i I 1111; 10C.9 I ito "S)2.)( to a7)n:; (111dM 31 1? o.00 11.1:1 7.11? 7.2(1 6-1)6-1: - 0.1.' 727111 il.>, Ill! 110 71.) 1.11<' 2.?)) 1)1301) '1113)311111' 31>11 13 a is 11331.5 ilL-Sc- 27 1? 1>2,0 1 013 21111 7110 101)711 C-lI 1,73111 721071, 27.1? 1111'; V (1.1-I 3.1.')! 2_I'S 1101113 ------- J * Z .10.l___,, - ......101,t 7711.03 07 (127115 1<livno 27 I) 01111 V 1,1.3 34111 7015 61)1111 1.1; ('221.0 00,110 77.1! 11.111 1 04.) 7111 3.110 001312 _j))2Itl255 11717'--------7.2)2" 303.-') 02 1123137 in:i1., :1711 (1171 'r 1.0.3 2!2C 21111711171. 11.11 1>771111 101271, 271! 11010 V 5.1.3 2136 1.1111 001.11 I 7° 1> 11 (111 11. I I L 1 1 1 1 '70 2 1 1 " 11 17 1> t) .r I1il50CL!E)?d___. --52.1121111 1000) 71)7-14 0720.7 00111 7121- 1.01 5. 61.3 1<-I I:?) 130(213 i103. 1-11.21.7 '1011 :120 Ccl' V 1.13 3.04 0-12 13021(1 II J5150(,..................'.111111 311140 71111-I -I 112150 .0 10 21011 1117- 711432.7) III'? 001311 011(1.1.1. 07735 4 tO 27.711 0.1111 \ 110.3 32) (111) <011(7) 00113 IlL? '- _1 (0 'i-o' - 0 LII '1 '1 II 1..r Il)) t I 1114 1 1 4 171 - -__ .%tow7e 5l 11001w-o,c000c, 0010000) In 1.33! hi. V'64 0102211:1.1.11:00.1 - -- - - - . - - -- - 71100111 IC16r:- . .._. 12II~L_,_------........................- 01 Ill led 31,0 I I T"j 11 0 0 (1,401 1, 7.1 (01 I Iln.,lll II St LOAD L001i3INArIONS(B34011 A. 400Boo0l: I'm 72,1111 2.IO(2<.I5,7.4.2:11171...I 11721(121.31 1> 1. -. 11 (1 Co _.c171I11o.E (I> ----------------___....__L)~00..U'I),..__......_... ._.. .1100111.0 15-l71, II'!., ii 10111 )1157 fil-LILI-IM-1 Q19 ......................................._(±rn ,0,0I10 0.111111 11 • 11711. - 7153 >e .lscllio 011>11 1,0101711 151111,1 13' (:7%! • OIlS IC(S) (%l757. 117411. 101.0101: 14-12141 - 0-11 17/13 I - 111111 Fwcllilol 1711:01> 21: 77.4.la C- 11010 (11.75? (01.117" 111-17c) 2) ' 1 74. _000l1I1Il 111-11165> ) 0714. 'Ii 730111 70'?, I 147 0704 (''1121 11.71111 710011.151.71 _)I) ' ml 70j_0 11>13, ti.4 I 1170 07311 n_511:' - J 13513 '1-00,'-, 111.111 iIi011.l,71IooI1 (11.11211 j1>.7>7 P lOt 11111-cl 7,1,40. 11`44 TMw0. (1,111 al sololp 0I:; , (II) 101,1?,, (II) Oct01> )Y/N) LonnU; (11) tloa,!nn )kcl( 003,1,51 CX? loll 10,n. I,10,,l. 01 loll 00,1701 1101101 In(IllI IIon:inn 11031(n)) OK? P4l) (6.0) bIlly III) (it) (71711 (III 1071( (Not? 77)17 ('1>03.7111 1131-40 77.17 (liii -' 50.3 .73 7171 0711312 II; 0722.0- oluS, 20-i.' 11111 I 11-1 7 -I '33 2.1(1 121710) 7)7-0) lIP 03170 1,111111= 7? I? 057 1 51.) 2.011 771' 1(1,7)1: III 072.11 j.Snl,, 32.1! 11.521, 5 1,'.) 7.011 2.1'S 1)0121) 13)03 1>7 0121.5 1,1107, 27.17 0511 1 1.02 1.11-11 7.171 (1006- (10 11321151-21,11,, 71.,! ('73 7 5.1.3 3(0 3.111 0061(7 355147 110- >221.!, 1,104, 2117 (1.14' 7 174.7 (1.1.3 270 1)0(112 Li Li 1371') 40110 21.1? (151 5. 1.1.3 :'.C4 7.0'S 000111 731)42 (1.1 1231.1- :01,,-.?, 275! 11.15) 3' 7-1.0 3.1-3 1011 126-Ill) 11 ((77(17. li-.fc-70c 27.1? 10017 1 11.7 2.110 2.1111 (101,0 221431.0' cr2705 c50:lo 271? (11.0 7170 2.113 7.1.1' 0(201) 1111 11321!. >40,4., 1151? 711 V 114.1 2.111' 210 (10(10 1 >3502 '201 1.2215 507:0;c 77.11 6110- .5 5-1.3 3.115 2110 110-171) 11! (17725 1:11,11710 37.11 1.' lii? '1' >4.3 2.15 3(41 171171) .11412.3 02701. 6111 277.1 043 5 1717 71 )5 1111 sill . 1511321 ('71,14 :1.12 32.11.1 4.13 11 1:43 :1.11 1.110 1421 331-0:, 1:11 11231.1 7011>, 77.1! 6(01 11 103. 11.114 110 1117(13. 1 nIl 117)11.5 111(11 :7.7 C-cl? 1> 1103 10d 2.(11 011-1117 120.03 51.0 02.11:l-isl,0'., :17.11 0111 1143 2.1:7. 3;'?. <11(103 - 07 537(1.11 101171, 1>7.11 '2011' 11 1.01> 1122 2: rIo 032(7) :121.011 11711> 11321.0 1111) 271,4 a 1 (102 207 I 37 1:-sIll, I 1131.0 1.17711.3 0.16 2 _P_I 5.37 5. ha) 2.11 133 (13701) 0)00 :17 1,731:1 (0>730 7717 111<, 5.7'.) 1211 :711 13.771) - I 55 3.1132.) 007410 21,:' (.111' V 1>0.2 1.25 1 21 73(101) 717(7 1(10)) 71>13!) StIll 15.70 M. 11 .722 2.27 7.23 0016113 1 1131)3 01370 7.11-5 171(11, 7331 V 000 7.7? 7.2.) (10(011 11,11,00 04150 41,15,01501 I,v070 en 4114-7 11.1)0 Loqoad: Hams: Do 112e00 Load LIt' = l( per IF3C(oc.!l'oIIn( ,,.d 710110. (11001:) - lAo 11111011 )1C4i1.ii.I.'I? on llolcll:11013-,5151,4 0,11031*11 pool 50>) lon11 0011irlulnlllj 10,1100 (lvii Ole 0.7(1101 basic cases pet i(1SC.E 12.134 - So floelhIoe 1.0114 - - 1,21 (1F10173151110,( 111111511111711 (71,21 F. 7,34'!-) 1011 /1773 Ii (1,r(hq!,ako l.o11 I 0 1)7.0, 07.05! a! l:ccIIl50021 7050 Iroll (>?>c or 00c,nal,i 1111111 00000 lot Shear ii h500e'll - - - . S = 0a17o 1.0011 - -. 111001 olli15l toad lran, I'ft oke, loft exIensioc I,) .- • . - .•_- - . - - . - .0 . _ . - :1040 COMIlIHAIloNs (110,0,1 cal 4150 'Allulolsol: --.--.. 71:12111'.: (77(3711111.17.90.02 :171.410,: 70.17(1,) C. . I. 4113 I 1150 I coo "17017211111-14 _l.L:..L2.G.............. . R.1.060. L....:. JI (16'_)3,15_:i,i,7.3i1 S!L11600._. (67.L71).00'5' 00i50151i0L_0.ji2j,,,, l)0111I uric, _._, 1430)00 111-fl 0071)' 1 2.1' 1(10711 .)ADCOM4I$1AI,O10S 111)0,010,, 1120031101: 11270) 7.1012.4.1 (11'4..13,? 7,214117:50 lajo a ,,.___,_,, - ..... ,. 2: ijo -000101025611,,------i6LoL.._....................... 1 Vitt ..... -. .lpjatoll 1(11311 1(1'- -- 1.' I 112<' 1 400 1300,.........._,2S00 01011,1 10.117,1 I7T 7.154.- 0701, I (7211.17.200 07510 - 21'°'!!0LJi7ijo(60170__ 1001.a00. k'n,0001. 111.13-a) . 1)' _,, .... 10-13,0) 17 7.1171 • 4201., - 0/00 I (III' 1777(1 0/fib 1111,1 51o,oncn 11,0:0(11 II' (1.701 'OilS .1175w 1 1:10 117115 Cl 155 ().755 C-Ann 170?10J70S1:04004o .1 ti1111L,22170JL00..:,. 2'00.....- 1.350,..------_____ '.404500 54.10 (11(0.17 751,I (1- 04170 (s7017 10901101 - 7), (lead .1)92 L'.I'lsllrlivoLoad - . •"r'7 0 Pool i.iqe (casl ' -• . E3rlhqll060Lood S-$no,vLoa4 . ' 10 WISEMAN+ROKY Structural Engineers PROJECT: Carlsbad Oaks ==GRADE BEAM DESIGN == S LOCATION: Line 1-1 (D-F) July 2015 S JOB NO: 15-014 8/28/2015 : 07:49:3I SOIL: CONCRIOTE: VERTICAL LOADS (All ASO): AkwtflWe S4I 6narii 251141 pot (not iozoaccii) ,__,,,,,__- . . . Dist Load- I l)i0Load, 2 AllGw2bcs sn tiSI (Iso Islosra? loads nAil Cocos> F' 'c' :1.00 ksi plo 0.70 101inor) Load load Load Load l.oad Load Load Load Slaoce In: 010aoo to: ly" 60 ho1 ph1 (LII (bon'Jhij) - 1 2 J 3 4 5 6 7 8 Storllkll EncUklpo, Sine) End dm'. ISIS) (I.0orl.0) . QJ.oII _9 ..II 1.11170 - ----------,_...__.__ ...........1011311 _JII1IM?7I1 1i51 I _Q:(60 blended(ar.tT 1'i .11 ethkkr.c,zc. 4,1) to I) 0.0176 IJ.111;E' 4.I70 LII 4lII.7i 0.006 InIl in 0 1.017): C'.00EF 0.5135121 17.000 0.006 FOOTING: . . S . 6= YXO 0.000 0.2410 fill; 20.156 0.006 toleno?en 5(10110 0 It (to loll of 1)1516011: SHEAR IN IIOI ENS ION (not 00(o0711c04m09o)r 5o J , ...., -- ...................-. .'2 L_1_!J,!iL -it Eal501oc1i,146010 0 11 . May 0stcllo1onbll0n1vloo 11.0 k5P2 Et+lollp)0 100,1k 01.1'k . 0)6.3121 I 017(11,, 0.0051 Len5tho 100.6711 .' pElVce 11.1 kIp .. ........ . ...... . . .(clsoai 0(1:01 1141 needed! iron-. Slob to 'LOF 1 41 oco min 01101 oo-nopti0112(V/N) V 1,0 ((.0.0.1 00130p1700 (s) 1111001171111 SOnar P,eirj. Size = ii 3 1211 (n' l4icth 2.01 Il . OIO14IO, 01 71141.) Onel legs 7 LATERAL LOADS (W & C both ASD: .. 01$dn-PnarnVokaior 440.43 Co.ft.nkiQf Spavhsaf).011i,, muolpiywtlyD.o and dooicic 4117 1.41 . _- -..-'----'----.--.--.- 401801 14cih . AIIdOIIOI. .SIOC4rgO.° 0.00 61) . 3EN1)ING IN EXTENSION(nn(lotwnnnvolarnns(: Above Abooc I3lrn. Seismic Setsonin Wind Wind os CoIl 1060011)1110 (1.60 Oil (000r,rete" 1110 pcI) may. colension 11000101 17 0.1142 1l-ti 117/el Slab (11) 01 FIb (1 (kips) Mornel11 (k-h) (hips) Lin,nel (k-it) (1.20 kld(000 libpc(), As 1.71) L' Roof 35.17(1 :17.82 00.0011 177117.4 0.0041 0.0 - 1"01 GS We'7k- 0,117 --II a 0.00 Jr. As 0.(XI 1o2 Second I 11.51)11 01.75 11-1.0(16 1171.0 2.017 K 00 I7o4n = 0115 1.53 a As 0.017 is' - 0.1115 (II) DS15101)1-8'l)? 11 (V/N (1'J08A.1J$) 11.75 rho 6912,5011 0.0161) As ,,o 8.i5 61 000 (_1' . I040'fE: lc, 1-stony llql'I-(72500d DSNOPAIi'D b,Iidlr.ql, cOcoon NO( -' 0.00 00 0.0 0.011 0.11 00 411040$(41 load Corcbinst01-is: 0(101) 3 . 5711'.l 01 111) Suns 011417,1 2120(0 101,4 Cldmirmnlllo2n5, GOOD . . . . . it Levels 2 01.7/01175(50 2851.7 1.11 Moments r D. k.I( foithet, all 03517. In oil olln'rnlo v.3001,05001010101 . . . . . . . . . S. . . FORCE TOWAPI) 8)7.117: . . lOIlCII T0wnl4I)i,7rT . 710(1 PIP'? 0). 190,0. Il-Ill 1404)41. KudOs 730,0 of (5.Il( lobby 111,0,,, nob) P]I11 011011 017,11., III 01,1',7 (5114 000'tI'OIfl,u. I.,oqll' 1111 8rI,,,, (01(1 lAin. OratIng (On)) 0147 0.1. 40.1,,. 01111 bob). Me,,,. (411)1 040103 13 11o1171y 0 Iron loU 1111 0111001-.l 40.90, Ii)) Morn? 11/81 1110,ino L,n.Ih ('(7 Mon. 6001610 l6ofl 1110. 001,1:10 that) 031? 00117 16002.0 II'S,.:;, 1,11.1.1 51.10) , 17 11017 717 :.13 0001) 11.1: 7&7411s1 loSioSa 174.50 4510 '3 71111.7 - 2' I) -I' 7)12/111 - 01250 00 25101:1) ' Infuse' 3)1:0 57.7 -17 111.7 704 2.04 012131'.,dll'. 23201/.) 1141101v 110.2.4 ('III' 1 1121.7 17.1:4 2.04 110011 53114 III; 221)43? ,nlln:eo .,. M) W. . 1c(1l .17 - 7101 7 If 114 :'.r:iC.Oc'D I I)c 2.1.0082 7,5,11;, (.0.00 0.0? 1' 7151.? 2.0.1 2.1.1 - 0001) II '4 00 /'hc / I (11 .n14((1 , 7 1) /1,1 I 13' I 7510) 1 '-I (3 1 Cl / 0.3 1145 1 1/' 0) 7 04 2 11 1 1 1 1 r 'I 710 7 1 (1 -. (11 I I 0 s 1 (1 1) -60.7 a 2.m coo.)-' 3(314 3411)1(4 2110402 07) - ,. 44)0 .,,11(1'/ .17 - 7707,, 2.77 100 7417)(5.) - 7/11,0 9747.1117 003 44.70 5717 - 1/ 71/17 277 1.35 - (IC-Cl) -. (7 ,) '70 4 700(_,j 1111 4 1 0)4 '11 071 2', II 1,612) 'Cl? '04 ;"It's '1 0 4) - 06/ 0, ill? (0") 3-0427 - ' 00 5,7)7(1, -inSol, 00:10 - - 070'y 5507 I)) '(7/ (7(1071) Cl' 1:'219.1, 41li11; 111174 - 504.? - 1 1)? ' 1177 0114171 ,!)35,1)j51WAI35800L J(V4A5L7F • O.Y. 11oct74. (47.7,4 Olin,,. I, Bo,,ki (400. 147,. O.Y. ' 41,11.1. 7-aOl,, ------------ Ol. )40(0 II, 0,01mb Mn.. - MIt,. • • 0' 7201 Mmli. 4)40, St 0) (1.05) ,O),, .I1,1,,'f L,00lll Conning t54,r(np 0411 Md1. Morn. of loll eon),, Karol 1.0110111 1(041108 flr,,ino - ('to "27.1 (641l (1,111 MaInly (Il) II'S 5'71 (III ((lul) . (i.nl) (41.11) (Il-Il) Saluly (Ill I( IS/oil (Ill (41011 • 441s1( 7)04 00 2(1142.2 'ale,:,, 4-7)4 0152 V 1707 2.04 7111 311117.) 57 2'541197 9,10,;, 0534 c'?? - 17 1197? 17174 2101 1771017 1.13.791 0.41 . 21,040? 1o10110 /11.3,' 07? ' V • 1101? 7:1:) 111:4 (51101) 150 77)715 il5111: 10-17.0 7.157 • 1171? 41:4 ,- 7(74 13111111 - 1.0 'I 150/iC -1 1 (1 17 II ?.0 1,11)0 1' /400)6 4 '.0 .7 1100 0 710 e / 1 1 1,1:,.101 2701:4 S 00 2:410.2 kOnSo 00:14 bc) , V 7511777'.' 4151,10c . , 2,)) 06:00 11.1, 2:1001:: 413:01 - 11.011 1'. 110? 2.114 '01 ('041,1 2.04-20:, 54,5141, 11031) 07')y '7017 211 7214 1.0700 III: 200110.2 00/10 0110-4 0.')) 0' 0.24) :11:1 .2.11' • 1300') 001,701- (111 7(4457 0,011110 015.3-' . 00'? 17 14107 20) 2.0.1 710(14) 71.(' 10'84:1.2. .4541,, 0534 11,0) - 1/ 1727 7.1') - 3-04 •• 710(111) 517.101 SC 7)11411.7 411,1)10 ' 5054 1103 3- 11017 ' 7715 7.1.13 (101303 (VII 7)11102 loll,), 119.3-I ¶2021 4' 11.117 (-4 , - 201 5,1224 11111 2.1.105 II 2',10'IS'.1 ' 12(17 4010 0.14 17 '171? 1.171. 112 0,424701 0150.0 2441411? 12.0' .1(1(51 4.55 • 1' 1507-2.115 153 (/200 3-O5 D k4tihil(5 V. 0 0 101 /t /1 C. 0) 0 r. 2(4,11 /0 51 11 0°,. '0 (0 171 1 14',)) 1,1154 11(1 23(05.7 ,ol:n:u- 51'.' 34 . (ill') ('021.7 7714 211413003) ('.11 221140.2 il,.)u 511:41 0,73-' 107'.? ' 2.110 '204 ('-0011 0)0.114 '501.0 210270.3 107$ • (03°) 0/11 V (1407 24 .. 17/ 15001) 171111.1 20(151.2 (0.0? 42.2.0 307- 0' 104117 1 2.411. 177 , (1001) • 30013 or. 11,1,5115 r450c. 11934 0.0(1 o- (7511' 171 17) 13000 '.32 - 152002 mniiv::o 5517.12(10 V 701'! 121' 0 12.24 7101)1) ?.L 'SPY (67 '.L0L' 101 7 - 1)70 CC0,L Notes Cv 0 1100 1EC(oflanabo) 011,1 ASCO (basic) .. -',. • NI' ado r.055iblo on 0,1/11547770-071211710410001441 )(541 072 ly11 • -.. - ° Ocerluordop byrne (01& F)x 0.75 3-n basic caoco POI ASCII 117.13.4 TOIo 5pme7dslil cmoid.is b011, 0 030(172 715 AS!) • . ' -• - - - I..) ' Uses 00)05! o(1CllIllrol1013 case from 1)0510 01 di 10017,14 Iad cases for Slsoac 6 lleclacllt . ' S ' S 1, ' - Load 1 011,311024 117111 left 01101 (10(1 exlenoicn . - . .. ., ' I I S - 00 - . w'. . . 5 -5 , w ,. - ..- OIl: - - : ' • fl 2 WJSEMAN+ROHY Structural Engineers PROJECT: CirJ'1b,od 0-3k', GRADE BEAM DESIGN 10 LOCATION: Hrte17(C 15C5) t S I . . ...- JOB NO: 15-014 . 8/17/2015 - 10:10:24 SOIL: - CONCRETE: VERTICAL LOADS (All ASD): AeaabiSoearioov 3111-:) psf(a ncrrsd( . . DiolLcd - I 0iinLoacI-2 14kvwahin lr.CIM-50 1.333 (f4r(p.ttrnd(oad to lit Cuoet) c 3.0 K: ko) ,. phi' - (0711 (Snarl '-. lord Load Coed load Load Load Load Load Ototanco Ia: DIrca In .-' C'ks . phi- Oh (hOonu-ir-) - 1 2 3 - ,jJ 5 6 7 8 J 0115018411Encl(41pr_Stir)End ho 4 (1.0 or / N M I V-11Load 1 II L L .iJ - J - . - - 1 'DAN) tj 1-13111(dd ini lOc'r 1.1) dnlNcku,055_ ii. Olilli - - . . . . L___ ............______.. --------17.0 "0 (71100 '0.60k - 0331)00:1 11004 FOOTING: _-S l.r = 103134 0.13) 0.4163 or 313.811 Ii 2111i - Lutoriorin at tOIL 0 0 1) (10 Id) of ln-13iolodJ SHEAR IN EXTENSION (not butw000 toilunrrm); - .-.- S0,0k(11331. ------------- •,, .._ ....' ....................... I LQL_LQ.Qth ..,_......J .JLPQL .1110630(311) ilqhl = 1: ft . flea ootur.r3on litrCI Vu 0.0 kLp, , 10 (nb up) = (000 1 LIAOJ 41 01313(1 1(1 11 (Iii 4 5(113110 11111-0 . i*I Vcn (00:1 ko _k111110 _.__. ....,,__ -------- ----------------------.- -------- (sborar 33i1 not w500 - - d63ni. haul 00th to 101- 1' di n1.1 (feel 00i11i0n7(T/14) I AOl II .10,15 1 cc option (a) = 1.011 II ., . 113eai R4iu4.&iro di .1 0.1 - riambea 71 ahleur 111081 litlO 2 LATORALLOADS(W SEboth ASD): I 11de F1c?'D \111-Jfl) C2 11 Iii I S Ford 0l tin' J1rr Ii 3 (m-J3p14 1 fly 0.6 and dood- OL II)) ........... ----------.___ ..... Height clght . .. .5 AIISId (lb. Svrharge = 0,60 411 .lEur,tuc IN EX1'ENSLI3IJ (pal IlabweOsi 001imrn4): . Alxorn Above Elm, 1/0635110 Snisacic Wind Wind 1211 Ctoo:ro.le Weigh: (0711 kl((oatcicl 151.) psI) orau 411011'arsc autrniont = (3115 4-1:. LoaI Slao(ft(°10 aJ) _j y) Moment (k-ft) (hips)Moment (1--It) t 1 F's ,,, 5314 ib' Fftwl 431113(1 411(10 12.1-Ok 15Cii1li 11 301 ((7 Tol,iiO(tV1eigi:c= 1.12 01 oc 8300 . A5 013 leO 0e000r!) 21.2531) 21311 031.300 IIC'd(3 (1.1330 711 11e441 0110 1.32y.At' 0.1110 11' .'- (03.0 11(3 21) 073303111-03 16 (V 114 ) 13(l/r,131J (179 ha l(a1450ed 001(1(1 As,, 113 IF . (1 00 07 . 411 1101)0: For 1.0)0.0 1-ilil-Irarani) DS)-,/OSHP() l,ult.iirios, r.i:tr(ropiio( --.---------.....--- '-- 0-00.(ic . L!022)13L. - C_ItO 1.0 08 Ailerraldi Lop.,) Crs.-111153)iona: 0071,3 . Sin: (A E0 Oct68 Ill W.1-14I.I.I.Load Corn1iL,tror,s, 17-000 . II kc'eo!r- r Moo1en(-i :14074:1 Mt Mtnneels 0.1) 1-ft (eithi'a'.l _1410.0 or all ar.conal,3 OclYAfliIfli68tT' 'r'or vv—,-------------r'c5 00013COI,1IIiNAI(0Il0lthcadnflASO 'Att,ln,4al' '1011illS _2(111 MU, l011k!i 2 _:1t _13 23 14 (11105 I 030 1.0111 -------------------14137100(1 J1iI, - L0ibik'1-i111L.., L6311 ................ ..LL31)1J.Lt03--------------- ... ,l:01)63101131 112u20u.)8'3__ 1211i13)ot.._.___ ..'J_i))'2 -- '1(1,011111.22 1.1.70. 1 50 C pio, drool Id-nfl. ('4111 (011) 00=0 Man,. - 04 5311(1III) = =00 ,I((flt rector - =l=O01I01)l=l(l 111)(OWl (11) 110r:,.5 Mn-I Lthq,1I O.a,i.,n L'oa,i:i ((87 IM" (403 40.1. 1031.104. Cantor XIIOI3 alra,,r in tlaodflfl - - 141n. - 04110 140111. fInn, of W. cccl,, b<o,:,i 1,168th 0onr1na IlniolOn .381 (k-ill 1011)5,10(41 lit) )!h( MN) (III (ki))11011 65(21 00 '1/01.6 ,:hle!o (1.76 i0$ 3' 'Ills :23 231. 00.301 0.0 '.11131111 10301n 11516 1,113 11 1(11!; 3702.30 I10130 021131 IL '111115! 1- 15111111 111/73 11117 0 I 16 2.30 0:13 <37-3(7 O.C. -((14131 1' i:4nd 115,23 <.1111 V (:35' 7331 2211 Gt132:2 111-110 3(1 (.2031.7 c0In30 (3-23 1:50 31 11116 22,1 2411 1)03111 FIt 02)1717 'MOnto 63:10: 11(1' V 130.11 21,5 7.21 ('03<3 ('341,3: .111 4035131 r.i1341:c 13023 ('4'!: 0 13011 0907,33310437 '001/ in,dto 91.30 11,13 V 111(11 533, 2,03 (113313 621107 (it: 153.i?n? ,,In:bs (022041,115 0 1111). 2.4" ?-1, 313507 Sit :1(3:177 w..' l, 041:35 C CS 41' IIll,i, 2.17 7,4? ('051(7 If, 11 Ii!) 43731 / 5510 11.03 i 1:1)0 3.33 351, 12(5012 '45 '117011 1:11,4110 (-0,5(1 11(41 11' 13111 3.73 2':') (41131(11 .17231 II .:l:804 1,124 11.12' 11 103. 7.31- 1135 ('((SIr, 3.11 4325111 ii/i,LSI 13.71. /3.2 3' 1:0.41 711, 1122 0(33112 0000' 37911.! 11075:1 1) 10511 3303 13211 '2 11111 11/) 53' 011012 20107 -1/411,11(1 17311 41.53 71)7 11 131,6 :17,: 101 01321) 1011 111' 03(20107 -./ro;a 0/71 Cr110 V 1(3)37,61 0(1/ (1132(3, 1:4 (30') 2 i:di31 (('75 4) (11 V 1117,3 30? 7.47 '3023 031341 :13 30-2-I 1' 11 ,1,1,13 (13?) '0175 11 1101, 7711 77,3 (33113 (5 /4 4331112, nl011 01.20 1117: 11' l:f5 111)1; :': 711371; :131157 03/Ott 870130 3020 (1' 113 21,311 '1 1159 27? 210 0111:11) 2308/ 621(392 2578 f/Il:) 5113 5' 1161 237 7.411 13(X:r, 0397/1-4: 2337110114n -1,l 3525 11-1)1! 1' 163:2 ' .... I 4: 1301)1) 1(7 73173:5 i7(i7011 51123 11.141 V 31413 56170 2:03.? -1111/3)0 '3103 1,5(6 7.40 1 11011 811: II!, rail'S 5'00 In----.0.1:0: S.11 Y-3 000' ,,,. Ii 1 141 13(1130 S!Ic1l1C!1c7:l:0:ll0n1uib!1rili.7(,lolASC:E(2I3..''""- '''-------------- ------------- -------'' ''".... ______ 0 = i3tJ (.8413 Cs' (1009 137 (311(193410)41111 ASCII (basic) No ta41s pooslblo (111 f!n,tfillldlvlS - ,,113,i,) 111,1(110113, ('413115111154 F-la-3,t.ivn Lcatl -, - - O=ndurrrii'9 forces 1W/OIl) = V5 I-. l,;rs5): 1-41173 per /6871112.13.6 - S - - L. - 11oo1 tree toad = - 1137 s33roall5llaub C003ilials lie/tI (8 arId 0 is ASO 6.11 lOadliqanko 10130 - Lions ka,yesl ol ccolr033i case frora bask; or ubbrcIe (ned coraiti (68 Sllvai & l,Iori:(-nt Loan I I at load from 6311 11 68101 e4evsknl 11 -- • -. ..........'''01''''-. . 1'.01 In laMllhi) lfl,v OlIn. 0.1 RasCal. ('nun, X 110111 v fran, In 1300163a Mn. Chin ('10? 1 1 N-nil. Mon. oh rifitir .a-,,lr,, Corn? (.010116 fiosrin Sra:inu 0(1', Mon. Men,. ci Inn r.,63r Ka,rrl Len-fill, IhcnrIn 00,1100 00? (0111.1) (4.111(bIll liotn)y 1111 lIlt 44111)(Ii) 14011106') (0-lI)(1:11))1ahl4 (III (ii)(bill) fit) fOol)(hal) 6313 14 1 3131 0202:. :11.0111 3378 FOIl V 113b 2.5) 2.111 ,3:X:11 (.0 1,711115.:' r1314(6 . 101-5 0,115 V 1113 20h 7311 31,-OIl 103.31 00 41/hiLl .1 01(113, 30.711 ('.01 11' 1102 0.34 75, 70<31.1 1:1- 42301.1- 016311!,. 11320 11.113 1' hill 7211 5' 30 t)CXIII (1311.31 00 45001 1- :r/:nl- 1,02:. 0131 V 311-4 1.35 2.31, 111211(1 113 420 III 1044113i1 04120 01:0 11 1:011 I'01 .2 '30 (312012 (133.5! 00 -11-05) 1- i,4,41n 1020 11.17 V 1141,0 2.2.6 1115 (75)131; 011 4E.155 1i i'IIISII,l (1921; (1113 V 11411, 111: 1232: 17531(13 /341,01 1,4, 41-663.6 rib!, 5(170 1134)y 11 1 11 021. 233 1201313 1): 11'l!L: .11 0:lnils' 63.73 01111 0 -,%61.231/ '7131 012(1(3 130.2! 3171(3 4130-11'. 17,15011161 .139 11 1114(1 0811 1611 (6337(3 311114.0 <110020 12.15 5-1 V; 4.63) V 1139 2.3.11 105 130011) 7112-1.5 30243 '-15-31-4 1:: 14 44.0.' 3,341 1 14.11 2141 1 53! ($131)13 5134 3 44551.11 -.2, 1-; (=131 4.50 11' 1011 21-4 1.59 041337) 4113 tti_ 1- 1 n(: 11 111 I 1 F1.1 -, 003 V '0901.)144 11411 (%,-'c'0$ Ih0001l!O h,"11441153 117 t,3331, 1111,1=:..! 21131,63 (cOd, I .... E3_------------------. 01513 C0130II4ATt003 flbaosd .,,A5tt '10,1511, I' ASCIi 0.1011(0 I012.40.2)900076011(60.5 I)I, ___11 ] (1 tIc ncnl$1-, 5132, 31) rolls ___J_ '4ii&S118L ,io-1413,, 1041401 1)/ill 1930 I 11041 13 __3,3(0 - --- 7- '11, '3/011 ------------- - 917511131,iiEib_ I0.fl'OI0',0701(I15 ........-" - 1011417.7, 1631210: 363 0 (1.341 I (103 :3d(33,j01l0 !11.10(OJ,($L_..._-----.12211T , -------- /l,,0103141.lS10 1' (185!. '7,71,d_llfl .379 :71.50763 1 (30. qcnIL: 10-I 511,1 I) • O.M. - 1076(31 ('.1318,1,040 (1(83 1:/Sn-) ,1 -415,1-----11)0Ia,11i 01120J3°OJU'l 1-,?I13J33375 - 1ki311730111'lj...... ik141~i11' i130) ------- -041t41:114-1:1 , _53,17.1310521 C., r ! 41 H L I 82 0 5 53 i'HjLIi . 0•_ -i-il ts, I I C0i_I._, i 1 - Co - z 1. . i• .. 0 5 9 IC F ?i jIi i .19 ir IP 9 .,. . . C.. IV S 0 — Z 0- 0 • .,. ., .0 4 . I r. -J - I : -- 0 1 • :7- r & -I L, I . I j: I 9)0.:0C)10. 13 i1'o oroI o9 00 0o iIrI 0102 0. 3 •.. O3 . 0 20 '2 150 C. -J 0 9 0 0 0 0 jN : '-• . Ioro 0 I I_ - •. .., ol - ______________ 0'S 2 00 9 21 I. .11r.cs.oc..000.,t,00.0 0 5.I '3_ 'SC'.:C'•?)995 I.22.00..l.1 -4 W 0 2 'S 000)0' 'S 0'C')O 9. I C.,er -Ci _1. 1 • - -...--- -':_ . 1000 01 00010 120! ? • ia - 1 - ot ' - I:J...3.J._._4 _ ... . I CO 0 r 0 ¶02 10 0 '.4 - VVJSEMAN+ROHY Structural Engineers - ' PROJECT: Carlsbad Oaks •,_,. ==GRADE BEAM DrS1GN== LOCATION hic 1 &" Ju1y2015 JOONO 15016 W12015 080226 CONCRETE: .. -VERTICAL LOADS (AL) ASD): '44404.1)1 ..0I I Cd 1)] 44 0 psi II o toc I -- - - - - - - °'Load 2 014044491' 11(14401, 1 3)3 ((or Ia$rol 1a*.)0I:, All Cascio) 15; 3 (iS Cs 414 1375 (104541 . .Load load Load Load (.c,*d Load 4.0,4 1034 J ~ D 14la4o 40: ()ilo*cC ICC - - I 4)43 pliSo 0.9 (ho'dollf 1 2 3 4 4 6 7 - 0 Sa,Ifl1l( Endrkippi Star, End - SW '(l5nll.3( . L ..L)?....----- : .... '!L_J .I3J1iijd4)L44I 1311* 441,444,' 143 ,l1IdG(1414)S 44; is .' - Do 3431 0(04.:- . : . :''' I 000'4 . •-..-. I......... ________.__.._.._____. C' 0.12)4 14.14!) - - 1001hl1 011134 0.004 FOOTING: - - . . Lro 204)0) 0.091 - 01110513 1491 ' 00014 U $1 I II Ij 10 1 404)4 m ft O4(IA(( (P. EXTENSION tool batwoen colun os) - - S - - I I I 001 L.Q 010 k I)01044*l01144l14ghl- 5: II - lI31I*OIIi470VIIC 20(1.2 48 E(+I 4.7)44 1'.IXil 11.121.'). 1)10104 4)004 1 1)0144 1.411191310133:7(4 p31104co 2(5.4 44or ,,,, ....- ........ ______.._.. ........ (SI.r 0(31(4 011 15111440ft . 4*51441140110414 51,1, (1, TO)' 1 Ii . . (14011411 44004 '17 llii1!I3(4TN) '4 foCi 51 5.6 I 414140111101(a) - 1(1.114440 3 II . 4404*1 ROil-i. Size 54 :4 (1 1; 410,-i (3 3:' (I . I (41114110 0)43114314 511(111 19)1 2 - . . LATERAL LOADS (W & 01 (jolli ASO): 11 64411'144 (lull 100 9 cu I (',(Cj 04 kps f' 3141* .4 )IJI') (1l.Il lb II I .Ari5 II .---.--.-..........- IIoild H411514 A1I4i-i )LS,qthjcno (5.40) CII ---4-- RENDING IN EXTISNSICIN (001 botaeo.rcolumno) L d0400e A04o,votlln,. SoimIc Soilmic Wind Wind I 31444 1.4400134(3411. 133 CI ((..-I11. 6. 1 1)IWI 1 I' I. I 455 44 III (10 41 4 (.1! 101.1 Slab (4' tj 0) Ft5 411) Mon, I ILI 'I 111 k s, } 1400077(441) SO,' Ioso V*'ecqh (1.73 Id4(osi! 11)1 od) . . As,.,, 341 F,4 04. iLo) 3175)1,', :'o so :114113191, 5'313.i) 145111 00 lubdCll41Weijliclo.11.1 I10 oa 5.11 Sc . 5s' 311.4 4n43 149! I 454034 21144$! :144841 41.,..5 1004. 117 14 04), 13:IoAo' 517 19.10) 741W 4 14)2..', :1001 DII I)51(2014P1) 3 44 (V 14 1 I1W5Jc I 5) 1175 ,Is t)44,oned 00160 .1410 ,0,0 '14 0? - I AlSO 0.0 11(1 114014). 100 1.09110 LflId-lijii,:d OS/s 314.400 1715 11475 ds3,r, 4101 . ............-------- - 34.00 (10 00 NJ -a ILL .- 0164) (1.0 00 411001141104414 C01I1I7tl5i451s (SOCO ),si'' aIDS Sos' 311 Wool 141.1*14 Luai C,l,alorl2040co 41(14,00)) .. . . . 71.0004o 5 1441110050 0311 2 4-54 1.14011(51140 00 1,-I! --- j.I544):6,)34)v000l.pI'i- __.,___ ....................- ....---- .................... ,o'a Shoal o 4oa' -. In 4)044,114 4(4,.. 1344,'. - .5 (.1 I440io(. (Color I,, 111110 0 r' 100(1 COIIOI7IATIONS (*a,,,d flu 455(4 'Allozllal,l: ,...;,. 7(04 M,,t.. (lu,,. of III,, conS, K,,,,? t000ll, (coq,in,j On,I,,i, 01*? 544111 (d,nt,-1 1011 60,44,, 0,0.3 1.o',tI, Ii.or41.c, (10,1*1,, (54(1 4 I',, 311:14451:1 'CI 17)2 1007.52 I ;., 1 7; 1) 04 4410,1 511.411 (Cdl) Oldolp (II) III) 45144! (II) 11,41 11011 ____________ 44-11 (k-Ill 5o1o1y (II) 1*1 410:314 (II) 111.11 (4.14 II 404''T.sl.'2 4 104/ - "71514, 5410-1.71 1 7140 (.414 113 54)5:1) (II (112635:404031,54:1 1 4131? 1 761 4)1.1130 4.04&122s!.--------1.4)40" :4711.00 .10 14115(14,1.05 444.114 3171 1 031 60!' 1.34 00171) CII Of. 90 (,1I410 31444 I 1141 1 ,j,2 '.311 0111 131155 _l - 1.0.40 80 1 0 1 0 1 ', 04 7 I I (III,) 11 Iii I 5 .1) 0 IC 4/I 0444)1311(3141 0.1..L.643.20.:_U JJ,iW,Lss4p31.55:" 133144 5011.'40 .14; 1.511418 514,10 54)41 -'10 1 21331 4144! 1311 0051) 11' 00)040 1.1,0, 244.1 I '6 1 :133! 124 11415 05('O '.43.4146450........- .......'4)0..L5_.,J127-'.......145541' 04,1004 I 2.1: 11:104.1 5,1oi 7*13•3 'i 111 31 533(0) 1 31 (1310131 118 414,11'44 414144140 7.' 04 I 73 10 41'? I 3 ('.41' £1141217 C (01 I?) Cl I II 67 3 I IC 10 dl 4) (1" 1 " 0 (4.44 4. 14 1 1'S ..........OW._........__...........3,5:57 0.45 211 ( (131(1. (:0410.1 1.54 11.314 5), 4,4 115114 3.10' 4104 1745:;1744,,:.o 4<1224 5.31' 041¼ 11711 44 2/lI 22' 01.'? 1517404 1:04040 14.7.1 5I,.I .114 a44 04.1241 I 41.14 735,4 (-.11,55, 14344 ,14 5 5312 170 6445 (4(151) 11.0 10:1'? idol,' $1444 1 15 14 (4331 (-1431 3120 52121) 010,041%. So.'il,gn.no ,,,os,,e ina.n.,.,,IS, 353)0 41140,4044.4 0410',,1111oo4, __., ..... .,,_...... '.cC2.54140)332404!,LL......._.....__.......... .... ItS10(,'0046041A1(0(36uIL.d,'flA$0'l3OoIO1 ••.,,,,,, 047440 1.1115.44 01.'.? 53)42441716(3 IC-Co.). -Q MAH ..... ..........-- I) I. I. Silos .. '.43L210(S I) 1:11:41,04,:: 4.14104 I I.. 1.510 11.674 :43410 .54395: I:o-31-hsal4.:11,,; ')1'0P01 '03154, 1.l'O4l 0315761221 730441$'JOdflIL. l',,5:751.'(1.7345 ....., 14(57j I) (04-.'a(os 1')-0444) II .1 :4544 1511 Ia44503111.1511,1 17:142.5432144 435:4--------..._.. Si..... .,............- 43.44045! (<1314$ '6. '3110) '075,07504 (4.4544 0.11,0 11.4141 - 44731: I5,I,4rl, 14/: 3,4:1 II. 0.7711 5775.1! 1140'! 31.144 "104' 4113:4 '771'. (sli.007.1O:3_.Si'i1J4,:3,94,,943433,pW,k'cs1:o_ .4154414. '56Ll10Ui11.._. 't0I?.YL.,..............._.._...a.4112)......................... h,,441,Io(:I.16 l'.471-7.:'3:h,,l: 51140 31135 0141 14.,',) - "" 443os. 4¼-lI) I-)'I ---------------14" M-,*4 04141)013 11,114 411) 1,,nt,I (II) ............'U icon? (0311) L-101, III) ,1"l. B,,,)0, 40,44 "II. U-4.. (11,5 OK? - Ill. 4104400 41401 01,0141 4411001 5,,,. (4,4,. a! 110 cofll,l 1k-0) (k-b) So).ly (II) ('I) 6' K-?E,,nn. (0:11) 1111104 )Il) 40,6. 0-4-I3.a'inc. fn4)) 4101. )l,o1) 00? 350 01; '314' 17341!.! 1n7441, 76 31(1 -(.7* 'I' 47 1161 5 31 51Q311'. (117 ('514*6 11401, 7.141 1.10 0 7354 "51 ($57014 3404'2 (.II 1:43(45.! i,.!iio 211311 -4 00 14 3533 1(141 1 71 17(104 441 03193.1' 4,4,54,' 614.111 1.741 *17 I 34 7.17 13117:7131 4144541 (.14 15132.7 ,,,ln4. 77131' -3.731 14 11.7 1421 1313 (34754; loS 41411635 ,,l:,41., 3514, 7.761 I' 717 1 72 44*11 ('5)1477;' .1541 Do 4111 11.3744.7 4,1411, 35*1.314 -1 741 '41 33 11157 4 31 b'41lO3 415 03*141 4,154*,, 2.0)11 1.40 1' 113$ I 31 '3447 -1 or; 431232 21! 118341.0 inldn 2410% -2114 453.1'nat 417 0114)4; 411 0410.1.' 80411, 24110 4.1414 14 777 117 0.11,' 143513 3140(14 c /97447 4454,, 26 36 -1 74 1442 7 047 '.34(3.16440 310 6341)8 5,1444, 35-1411 1.741 1' 7417 1311 11.447 (31(4(11' 2000¼ 0.1' 14<1747 4!,llo 25.221 '1110 11 1132 0151 1.3: 4411>401 - 4413 *1,8-76 5,7,40 74(1 170 4' 4)61 (1110-41 3473140 473435 1-74111.4 '/312 141.47 15.10 II 441.0 7.17 14544 (41021) 41233 4170)4 2.113 17315 14131 1; 61?? 31111 4110 (45435 .17/0) 114? 110*07 644114, 26.41? • '35.01 4 (-357 041) 1.11 0.4143) • ) 1:14 (4414.65,31.41, 5.11441 211, 14 *0? 4.4? 0112 '511415 41. 41 I 7 y ',I/ cti,7, I 2i 16 0) lol 4) 1 4 34 l.'87'(41' 4-311:5 15457 114171:' 6. 54 231)1' (1401 12347 195 8.26, 0114414' 76.1411' 401-4.4 3.40 192*41)) II 460 747 4?0, (530.17 '4142" 4:31 114,14.11 101,:C, 211344 -1413)32 (1.217 679 144131() 1:11 1411573 10:,'3, ?':0' I 74 1 1131:, 4414, 0412 <112013 7315.331 313/33 1.611415 41.13 754' 45141 04 244* 2.01 340 (4(4,,1) 44335. 47355 1144 .147 "17 41 ,614 144% :14:1 11,: 0050111 (lola. 404,0.064 l,,('40: 04'11,31,41 1$1.i)4 . • - 111041.1.1: -- ' Notco: - - I) o0n:IWall (So 44 (4 (1141 411)1. (aiI'ill-.lclo) 0,111 073100 14140*4) 144544:14 )I030'11!I, 1)11 In040,41,I - I''0I44 (10541(4431.1441483111014,1.111 I. =law Iso L.,:,0 Ovol,41n41s4 1215:51W 41 )5)s 075151113311451119,50001401)12.131.-I 1, 4<54,413041143711 OSlO 'I'1 b4!S!'0e1 (.5(0111615 4-30,4)-OloIW 0S A%, - 17 1' Ealll,ql,71;,b lund 5*1,1, ('/9-oMol r.cn*rol:ir<j 044114'. (1.11,1 1,40150, allonoi/, 11,3,) 431,0440 (0, jl','is,r B Mo:,'eio 31n 515444 31,041 , • , - - 4-775)1 (irOl S5,I4lr4IllII44134I441Iol) 1)01172071 , ' • • . P Ca) 41 • : I - -• . - .- . ,- - - '44 - - - •14 . 14 . I_s.. •- - - . - 11' .- . . - • - -- ' ' 1 ' - • - . - = 4 , -a , - 14 • . • . - - - . ~'• _ . 0 - - •: .• ' '•' -. .3 .., - '-.: - . ,t. Gravity Column Desi 232 S %! RAM Steel l4.07.O1.0! . RAM DitaBase Carlsbad Oaks- Building A 08/26/15 12 1 Building Code IBC Steel ('ode ]SC '60-10 1 Story level Roof Column Line 1D-1-3, Column # 18 -, ---------- Fy (ksi) 4600 Column Size HSS8X8X3./8 Orientation (deg.) 0.0 1 'iNPUT DESIGN PARAMETERS: t s . 1- X-Axis Y-Axis Lu(rt) ... ......................._... .......... fin, ----------... 2.,:.,., n_n 2.)..)3 U. -- ....... -.----.-.......... ..--- - 1 Braced Against Joint Translation _. . :Yes Yes Column Eccentricity (in) Top ... .......................... . ....... -. . 6.50 6.50 . Bottom _________ 0.00 6.50 - : CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 2:." Dead -• Live . Roof Axial (kip) ................... ___________ ;3l,$4 . 0.00 20.61 DEMAND CAPACITY RATIO (1 2DL -r 0 5LL r I 6RF) Pu (kip) = 71.19 0.90Pnx (kip) 248.83 Pu/0.901?nx : .... 0.286 0.90Pnv (kip) 248.83 •. . Pu/0.90Pny, 0.2 86 F I.- • . CONTROLLING COMBINED COLUtN LOADS -. Skip-Load Cae 1: Dead, Live Roof ..Axial (kip) - 31 84 000 2061 Monient .1 op M (kip-ti) - -1.90 0.00 -1 34 M> (hip ti) - - ;2.97 0.00 1.40 Bor Mx (kip-ft)- 0.0 o 0.0o , 0,00 M\ (kip-ft) - -______________ -.'-0.34 -0 52 0.00 Single curatuie about \ A'u Reverse curvature about y;_i CALCULATE) P&RAMLlhRS (12DLi-05LL-16RF Pu (hip) - 7119 0 90Pn (hip) - 14-8,83 Mux (kip--ft) = . . 4.43 .--.. . O.90*Mnx (kip-fi) = . - 101.43 Mu's (kip-ft) = 5.81 0 9O'Mny (hip tt) , = 101.43 1. Rm = 100 Cbx = 1,67 Cby = 1 80 C 1x - 060 Cm> 055 Pex (kip) = 365.18 Pcy (kip) - 365.19 Bix = 100 Bi> - 100 INTERACTION EQUATION - .• .. . - S . Pu090'1?n = 0.286 FqH1-a 0.286 I 0039-0051=0376 :. Gravity Column DesIgfl I RAM Steel 14.0701,01 DataBase: Carlsbad Oaks- Building A RAM Building Code: IBC Story level Mezz, Column Line 11)4-3, Column # 18 Fy (ksi)- = 46.00. Column Size Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis -...... 14.00 1 .......................... -.--.....- ...................................... ............ ............. Braced Against Joint Translation .......... Yes ' - Column Eccentricity (in) Top 0.00 . . . . . Bottom .................... 0.00 CONTROLLING k14L COLUMN LOADS - Skip-Load Case 2 • . . . Dead Axial (kip) ------ ._.... --- .----------- ----.--________________ 34.01 DEMAND CPACITYRA1IO (12DL -r 051 L+ I 6RF) , Pu (kip) , = 75.07 0.90Pnx (kip) 353.41 Pu/0.90Pnx 0.90Pny (kip) - 353.41 Pu/O.90Pny CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case I: . -.. Dead ..Axial (kip) .._......L..........._______.. ......... .. 34.01 Moments Top M (kip-ft) 0.00 M (kip-li) - -0.57 Bot M (kip-ft) - - 0.00 - M (kip-fi) - - 0.00 Single curvature e about X- Axis Single curvature about Y-Axis CALCULATED 1'AR4METERS: (1.2DL + O.SLL + 1..6RF) Pu (kip) ' - 75 07 0 90Pn (kip) - Mux (kip-ft)' . . ..0.00 .-... •. . 0.90Mnx (kip-ft) Iuv (kip-ft) - 111 0 90\1n Rm . . :. . Cbx 100 Cb\ = Cinx 100 Cirn Pe (kip) - 1014 10 Pe (kip) - B1x. , ;. 1.08 . Bly = INTERACTION EQUATION Pu/0.90'P1i . = 0.212 Eq1-11-la 0.212 0.000+0.010=0.222 HSS8X8X3/8 fl. Roof,' 20.61 0.212 . = 0,2 12 .,., - .1. . * Roof 20.61 0.00 . 0.00 • -o.00 • $ 9'.. 9 233 Page 2/2 08/26115 12:10:12 Steel Code: ATSC 360-10 LRFD V-Axis 14.00 Yes 6.50 0.00 Live 2.56 Live 2.56 0.00 -0.87 0.00 0.00 353.41 101.43 101.43 1.67 0.60 1014.10 1.00 1• -9 - '-.- .3 . 01 - - 1Il I lJ) j(I•) - - . -, - )UI3MCU' (ii *560 6911101814591joI(S01l 111413) ISV-i 51 ('(UI') (6(63*41.0) ,4lIfl ,.(I0l191 9(69)115)3 rj (iSV 1$ $19 p14* 51(51. 409*6,09)5)4*0*119*6911. - - 3803 09fl 061 'I 4I$1S919)5M0 .1 4191 50 /4)9 101 019116910000 9991114514913(9 o 9 6,1*19*: 1091119115)00914141111-91.1150 I )(CJ0109 51160 9 (4*45.5 69•96)$ 145.31) J.15) (39) J'3')(3 Al) (1015'J pWj I') - . . . - - - ' - ' I 1*11 "I l'91r,GI 1!01191 "99105 - 91.' 11") 91 *'',111 (1) - 1*01*11) (11611 " 100119 -S"I'i'319)769, -- . o r "(zrn 9199 ._3 .0011)11141 I59691). 9144.0 11009111,.5191!.o'UN0. 0463 1*539 11519 9641 ) /4960.99)44 • 19130-li l!9(.3*!.,091r3 0s91'S 9'C 1r9T69?') 104514. I 11,391 59 ,,33..........•_• S 0591) 1)91191 9961 '*491). 1099 •11 69" 190')1091 5( '- 069, 13101 .1.1 Ci) 10I11l(lIl1C4003 1 - - . 45*9 'I' SIll I9140'ol 3.' 1,99u. 1(4115919 '149.1.65 il9I CL-.- US', 01 9000))) 9*il1)lAVI4Il)3lO9) ill' cl ''''''''''''9. ........................'''"'''-' ..................... .....................:r0' 1 35si5. 1009* 91141109511l 1"M 5) ICC 1. '39014.99090091*'II! fl191009(05 115001•191 9)000 94 40'J 91* A 109-0'. (1 09161! 45/151 116 1111130 9)1* I'll) I'll' .9 040 (1919(40111191! 9. 04/oIl (111 1620.9 03(4 153*5 001' 139,31)! 999111091'l.lI5i 190,11) 611') 12(0 09.6 .01 I'(19iI 40190, 19.91 64110(094153 *91(1 691' .0111 IS , 4501 6119 111 01*01.1 514)5 ,91016 COilIT '............... " 9't.,9'lo 151 Il I') I I :);M 43 ¶3)3.3 III 1 11 11 II 315 _}_ C 0 9* 9 .1 0 &* ,., I 'sr f-i 51 •915 rr C.) JCL £ 0 I 6 01) I 1 (0), '1 I I I C' 4 1 6 9* i 10 94 Wile *T"( _.i...:_ Cl 1 £ £ 11 I 9 1 1 I I I c 11 9* 0$ 4 '311518 0 jj 4*56315 II I 3,1 1 *919 1. 911 I' 9131$ 0I:1410l 19*1193 9*9 1)01)9: 161 IS I 6.11 .9 . 4) 1. ' 1*51111 019:11! 9*996.8 . - 43' 31004 .o709'.......['-_ _1011 I ..5019 '''-C3;T.1'4Co'"015(i'119199)004) 1 (1 30 11 11 19 '1 C 1 .9 1 II' 3 161 1 * 9 1 I 11 .0 II III)' 9.9116111 , r 3 110.1 01:11(0 '11155 !9 1(5:103 69.1 15 I 0.1* A It 1091- I'j0_7311 5)408 11) 55994 j "3-9) 1 :1)91 30011 I) 1 (1) 10) 1I'41 11.91011.31 (111)) (I11 (Ill (lilA) (II) III) A' .j ('ri) (1901 (100) (*01) (I)) (11:0) (III III) .1101,0 (13.10 111-3) 11013 3' , 1,''I I II 29 '$191 01)301.15105161411 £111) 0101004J 0010108 5111701 90001) 1111.011 001 10 "I'M ...V) 4510 111.110*9 110011(1 11111101') 110111)) 10)1195 1901* (II ".14 -1-w 1914 ' ........"'- 1,0101117I*9, (ISV II" I'OO"fll 59110(01399130) IIVOS *901 "II 0,13.015 1 141*17)0 11*4*9)) 11111.1) '1*1003) 40 -- ''9*01 (0(11 6011110)3 'I) 1100110 1001)11 1013451900)1 -Il) 9 -.9.....------9------ ...............................---.-'--'--'. -' - . - . ':" 1119)3015014*1809 1 - TL ('110101911111 51101519)1l1I5140 90.11)4*519.3RI! 319)0.19 a000j 33-') ((3 = 0)41*11*111(9* 19') 9 93)19 -o 59*191311*9) ' ' l3'9911C 9 - (.106)3)6)0) .S60'.tI9l.0(1:1119) p1)5)99*909) ("I'M I'' Ii *11 01) )1111iI; ' 9)003) :911191191111-lI9(3(I00') 19)8110039.9 10 1.09* - - 13-1165)1919 (1 4*311 I )Iflu) - -- 0 01) I 19)13 -' . "-' 100145115119 sr.u:p09111 0'lIISONSOS ;10I1,lll(-Il(111) 49019-3 39*4 4),6)(( - 3119 1)11 60)) " to Li'))' 0 '14) 9451419 920011$911910131699) 1914191191) (2(1 ,1 ( 1-) 1, (io)HOOIVSO 6119 41031 59)0)1 0959.11 51)9) 95)5) ç-100009 -11 Ato oS0)399 I 6)91) 49619 - 0!) 9* 1)011: 19169 9*06 £9 (1) 011 415901 (101)9* 5*') 1151) 0 - -3 9)5- - - 19 116 0(11)1*0)5) 3(0) (01103, 39*9* 1(0(5* 1,51:19. '113.956 59.09. 1(9905 310191 49*79 o5IJ (911)91 £ 1)110)06 CL')) (51(I,I 9*11lAIV 19561 (13.9) IU3UI0)'j 11•"• (3)5 11)31103)9 5)) (I)) 6)9)0 (4) "j)3'9.)39 5-I) 931 )331 (10)101111) OIII)0111111!I 5011) - (JI3IJ 09*1 003911911(01)511 11)9 II1)3lil,l9*i60I)Ul9*) (13,1 . (10)45 (10345 1911116(0)3 19)11151019 111)9 916045) 000,96 - ;(OUIUII(03 50011,91.1 9111) )901393'3fl('3 133 3)19(9334)311 - - - (91 93'):) = 951)31914119 '11)09191)01 --- ......... ----------------------- -------------------- - (Vt -if) ZI ~.-WZWPUL) 6(j%91145n.) (01(1 '01991 J S)I'1 90 p 1)) 9* ) 3 913 19)) 011*1 (330(3319 Ml SOVO') lV191V') 9 5 o 961,3 01*801051(9 )0 .9*0,1,60 . . It 4)13* I M.M -.9 . L9 (45 59 N)U)0'd1I019lS . - 3) 19 1:01963(3(116 - (o( )ic19111:Ill) 3-35 )I 4001 .4 (9*,I,4)1,410543105 (511)9 111111 1)611 1) 1 0 -JQ13) 5691; 91*41)119140)910 - (917339*611 1001 )13190.lt'I6)0) I - )'1.J4() 1 5' 5)9 9 ,, 99* *'*. I ('flS(olM -- 90'I) (7 1 6)1) I 1(1) .109)9) I 5(4) 4,' 'I 11119.61) 15610 03(013 115)59* 1511) 1561)3 0 (1111059)33 9*11)9 19 53) 01*5) :I91Ij9 9199119*)01*9*I1l1I II 11 4511011 09 1111591(109* -----'5`1 ixxi 5 --- ..............50(41)' 9*153 1! 1131*/) 1000 990,4199 - :(60,ur•14019110961145 lw) NWONI3.IXC) N) 85/9*0)6 (9049 1011) 10 );;,1 1))3) *9 1! 1(10 (13 1301011139011 1000 -1000 3*9(1900 .1(3301 8006 '10013)6410 1(413: -Al - - 819)0 111(1(1 ;)l000'0 I9)I'7 9*500 5191')) 104(3 91001: ol ............... '" ----------------- 5)9)') 9*6(1019) 113'' ,,, 1116) 9*3(6 101 -13(491-156.9: 0 ' III 9*3*- -II50Ur.9111=p OIL .l.11')0(9'091)jl) 1ffKI flIiflfliiT0 'iF5 '"-""'" - "9i'5tTV ULCO0)04 iFU)If or,00 'Fi)35i)i(1'9(l5ø (3;44*15( 1455 =191 33633 131)5 09)9(91)31 (395103)3 0 11 0 9 0 :13100110)035) • :a)930515!OI 690' 090') 91)0) 1(110') 1(001 950') 9001 (4*10)9) 19.9')) 0 p91 144 (3[19 .19)) 1 (1050(3(1911(9)1*95)061)0) o91) 5')' 5 11111144*11)0)9349.0)3.9 )3peo'])s!ol 0.9101(9101 '' ..............................- '' ))l9459I9.5Il low) 9!J (0)11.,601'I1!CI'4)109 1304*59450 (055/3(V) 505/09 IV01183A ' :-Ji,)1aNO3 I 915*5 ('1O'1. ON sicir - ' . . _ _ 9 1.OA{11l' 1 . -I .3'993 "L Oun :Noavo01 -' == NOs3a WV38 3GV80== Sl19O PP-I'1IJ3 133C08d I sizioui6uglJll10fli(S AH08+NVlSIM 13 .1194141 09.34.311 ¶541 'IDtlfl'.09* 59) 05115 -514*595111 • 11941(i'I' 01') 15. 06,51.1(1(3)15. .911110'/')V5$I 116(11 .31.30) 15'It. 4 j. ~! t,e v rtS1S II! 9 0:11)5) 1. 0 0 1)..) 1111' .0 691) 56-911 0909I 0319*1' 9.1) 11(1 111 9:9*0.93 II 11 11 1160 .4 039 3-0.61 CI 5 *1 LI '3 L'II11 ('151110 (-"9 9."' 9.110 Is. 539 011£ IN 99.1.1) 011 I .9.)I .9 i,o .1, I. 4. 9,r 919191 91*019 1919 01)03; 90 I 011 - 11 93' ,9 (I 999.: 1.190 5' 1193) 1' o 009 11930*3 110 1 Cl) 613' ,1 $11 I' 15151 011111! 6.110 019 0( 501 - 9.I Vzv - 4 119)1 45411 45,1.. 9(60'II 11 '191 p 5,.).z 01)9)11)') ON SI 11115!. ¶1111 Il 11 13 94133) 1* 11151 1(9141') 3-3,) 00'.'11 SIN 111 • L011 6*1111 1 11 69919 06496 019*91 J..'00 I• 1. - 91) 403-111 0119190 9*1.9011 •I01I0•••C* M1 161 A 11 6991! 91)56 095)113 96616 9*9* UI 1391 '9)1 ', 1 0 31 I 1(11,3 1 )),J 9. I 9 CI US 91 M300 9111 1)11 14*. .1. 1'O I' $00) 0)10(11! 9934 '19 (511)1) 1116,1 ¶1*9') 910 0101)95 0)19$.3 191911 601 Cl 1: 1111(I) - 1$!. 141 6.10 .1 0511' 9109 015991 99*o91i1 31' 9*000 501 III 61O .4390 .4*139 0019111 (.45(11 61* III We (115*!) 116 I (59 .3 014 *9 'I 1913*3 111' (3009) Sc.". _ - 1)03 11 110 .1_il4') (111119 -1lC1.V1! 01(63) *19* 09 9*1 (06191 11 1 IA!. 963' 19 110 I' 1996 919)1', 1)104 114 09)1)9) 3)43 1991 191' .3 9311. 09496 9369.5 331)95, *:1,13'995 1993130 11 I 11' .1. 1169 11)1 919u0 9995.1 ¶1 1161110 9*13 I I I Ill .1 399 99-94 90-9' 10,19 99 310/9 (1109.) ((II - (II) . 0111)05, (1151) 91-5) )jo'5 1109) (II) - (511*) 9*) (II) 9)0915 (I,-9J (II)) 19L(d 11)0 III;! 009 111000 901391 "9'"" 1191 I. '0.0)4 .00,1* . 3.110 IIU•IlO() 111110031 11000') 40.1011 :011100 11 140)7 I" .111019 WOIS 101,3 Si3ecial Joist Selection 235 $ .. I V RAM Steel 14.07.0L01 . DataBase: Carlsbad Oaks- Building A 09/01/15 07:44:56 Building Code: IBC . Floor .Type: Roof Beam Number 190 SPAN INFORMATION (it): I-End (214.33,43.16) J-End (264.3343.16) Joist Size (Optimum) = XXGSP ,.. Total Beam Length (ft) = 50.00 POINT LOADS (kips) Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL . 8.000 2.94 0.00 0.0 0.00 0.00 0.0 3.45 40.0 0.00 \ 8.000 1.47 - 0.00. 00 0.00 0.00 0.0 1.73 40.0 . 0.00 .• - 16.000 2.9 0.00 0,0 0.00 0.00 0.0 3.45 40.0 0.00 16.000 1.47 0.00 0.0 0.00 0.00 0.0 1.73 40.0 0.00 . 24.000 2.94 0.00 0.0 0.00 0.00 0.0 3.45 40.0 0.00 .24.000 . 1.47 0.00 0.0 0.00 0.00 0.0 1.73 40.0 0.00 . . .32.000 2.94 0.00 0.0 0.00 0.00 0.0 3.45 40.0 0.00 ' •.. 32 000 1.4 0.00 0.0 0.00 0.00 0.0 1 73 40 0 0.00 40.000 3 30 0.00 0.6 0.00 0.00 0.0 3.89 40.0 0.00 * 40.000' 1.65 0.00 0.0 0.00 0.00 0.0 1 94 40.0 0.00 -. LJNELOADS (klft): Load Dist DL LL Red% Typc PartL 1 0.000 0.000 0 000 -- NonR 0.000 w 50000 0,000 0.000 .0.000 p.. ' ... ... . MOM EITS Span Cond \loment kip-ft ft 4 Center Mix - 292.9 14 ,0 . REACTIONS (kips) - lett Right DL 1aLt1ou 11 56 11 01 Max -LLiaction 816 77 - total reaction 19 72 18 78 .. . ... =.......................... ............................ ,.. ,- .. ' • I ................................................................................................... :• • •. . . •• . All Gravity Beam Des J 236 RAM Steel 14.07.01.01 0ata13ase: Carlsbad Oaks- Building A .. 09101/15 07:4k l3ufldinu Code: TBC Steel Code: A1SC360-10 L1 Floor Type: Roof Beam Number = 335 . SPAN INFORMATION (ft: I-End (264.33,58.16) i-End (26433,86.33). . Beam Size (User Selected) — W21X50 Fy = 50.0 ksi Total Beam Length (ft) 28.17 . . -. Mp (kip-ft) 458.33 LINE LOADS (klft): Load Dist DL LL Red% Type PartL . 1 0.000 0.170 0.200 8.2% Roof 0.000 28.170 0.170 0.200 0.000 2 0.000 0.050 0.000 --- NouR 0.000 28.170 0.050 0.000 0,000 SHEAR (I.ltimate) Max u (1 ZDL+1 6LL) = 7.86 kips 1 00Vn =.237.12 Lips . MOi'iENTS (Ultimate): . Span Cond LoadCombo Mu ' Lb •• . Cb . . Phi ' Phi*Ml kip-ft ft — ft kip-ft Center M t\ '- I 2DL I 6LL 55.3 14 0,0 100 0 90 412,50 .Controlling I 2DL ri 6 L 55..3. 14 1 00 1 00 6:90 412 50 RLAC'I 10\S (kip) I Left Right* DL reaction -1.10 3 10 Ma -LL hdttlO 1 2 59 2.59 Max I total r.action (±acL , orcd 7..8 6 7 86 DEIaLECflO\S Dead load (in) at '14.08 ft -0 109 L1D 3094 Live load. (in) at 14 08 It - ".4.091 L1D 3707 Net Total load (in) at 14 08 ft -= -0200 L1D = 16S' 4 1•.,, s -i, ,. ------------. . . . .- . . . 4 . 4 • - . - .r - .4 o 0 •00••• '••. - GravityJ3earn p esign 237 RA.M Steel l4.07.0L01 DataBase: Carlsbad Oaks-Building A 09/01115 07:44:56 -IRAM L 1 Building Code: IBC Steel Code AISC 360-10 LRFT) Floor Type: Mezz Beam Number 207 +: SPAN INFORMATION (ft): i-End (231.00,58.16) J-End (264.33,58.16) Beam Size (User Selected) = W1 8X35 Fy = 50.0 ksi Total Beam Length (if) = 33.33 ,COMPOSITE PROPERTIES (Not Shored): . . Left Right Deck Label W3 5.5 .Concrete thickness (in) 2.50 2.50 ' Unit weight concrete (pcf) 115.00 115.00 fc(ksi) 3.00 3.00 V- - Decking Orientation .• * parallel parallel . Decking tpe VERCO W3 Formlok VERCO W3 Fonnlok . beff(in) .= 55.99 Ybar(in) 15.54 Mnf(kip-ft) . 504.55 Mn (kip-ft) 470.53 C (kips) .. 247.56 PNA (in) 17.1() . Jeff (jn4) 1266.73 Ttr (in4) = 1418.70 Stud length (in) - 4.50 Stud diam (in) = 0.7:) Stud CapaLlt\. (kips) Qn =.17.7 Rg = 1.00 Rp = 0.7/5 . # of studs: Full = 51 Partial = 14 Actual ... . ., . Number of Stud Rows 1 Percent of Full. Composite Action = 65.36 . .. POINT LOADS (kips): Dist DL CDL RcdL1 Ru°'o 1\onRL Sto!LL Red RoofLL Red% PariL . .. 0 . . L.. •0 , 2830 734 600 952 256 000 000 00 000 00 286 13660 829 602 897 256 203 000 00 000 00 269 23.495 2.82 2.30 369 25.6. . . 0.OQ 0.00 0.0 0.00 0.0 1.11 LL'E LOADS (k'tt Load Dist DL CDL LL Rd°/0 Type PirUCLL. 1 0.000.0.018.0.014 0025 256% Red 0.007 0000 0".830 0.018 .0 ,014 0.025 0.00/ 0.000 2 3230 0018 0014 0025 256°, Red 0008 0000 33330 0.000 0000 0000 0000 0.000 3 0.000 , 0.035 O.035 0 000 --- NonR 0.000 0.000 33.330 0.035 0.035 0.000 0.000 0.000- SHEAR (Ultimate): Max Vu (1.2.DL+1.6LL) 4383 hips. i.00Vn = 159.30 kips MOMENTS (Lltimate) Span Cond Loaduombo Mu CJ Lb Cb Ph' Phi'Mn _ Lip-ft ft ft kip-,A Centet Pic(mp- 14D1_ 1043 137 98 114 090 207 18 .Init DL 1.4DL 104.3 13.7 --- --- W . Max-I- 1.2DL-i-1.6LL 321.2 13.7 --- --- 0.90 423.47 . • Controlling 1.2DL.±1.61,1_ 32L2 13.7 --- --- 0.90 POO 423.47 . V i•.• - . - ,. * . 0 • * * V. • Gravity Beam Design ,238 L i RA'Vl Steel 14,07.01.01 Page 2/1 DataBase: Carlsbad Oaks- Building A - 09/01/15 07;4 L _J r3w1dmg (ode IBC Steel Code AIS( 360 10 LW RE ACTIONS (kip) Left Right Initial reaction 10-55 . 5.42 DL reaction 13.32 - 6.89 . MaxLL reaction 17.40 8.66. Max —total reaction (raLtorcd) 4383 22.1 DEFLECTIONS: . Initial load (in) at 16.00 ft - -0.911 . L D - 439 Live load (in) at 16.00 ft -0.616 LID = 649 Post Comp load (in) at 16.00 ft = -0.724 L/D = . 552 Net Toftil load (in) at 16.00 ft = . -L636 .. L/D .245 ...... 'I I • - 1.. . -- ,'- - j•• Grasth Beam Design 239 I V RAM Steel 14.07.01.01 RAM DataBase: Carlsbad Oaks- Building A Steel Code: 09/0111507:44:56 Building Code: IBC . AISC 360- 10 LRFD Floor Type: Mezz Beam Number = 231 . SPAN IN FORMATION (It): I-End (264.33,66.83) J-End (264.33;80.00) Beam Size (User Selected) W16X26 F) = 50.0 kM Total Beam Length (ft) = 13.17 • ..Mp (kip-ft) = 1 84.1 7 • * - LINE. LOADS (kift): . • Load Dist DL4 LL Red% Type PartL .' 1 . 0.000 0.018 0.025 0.0% Red 0.007 13.170 0.018 0.025 0.007 2 0000 0,176 0244 00% Red 0073 - 13.170 0.176 0.244 0.073 , 0.000 0.026- 0.000 --- NonR 0.000 13.170 0.026 0.000 0.000 -. SHEAR (Ultimate): Max Vu (1.2DL±1.6L1,) 5.42 kips 0.90Vn 105.97 kips . MOMENTS (Ultimate): Span 4Cond LoadComho Mu Lb Ch Phi P11i*Mñ - Lip-ft ft I kip-It Center Max -r 1 2DL I 1 6LL .17 .8 6.6 0.0 1.00 0-90 _165.75 Controlling I 2DL- I ÔLL 17.8 6.6 0.0 1.00 0.90 165.75., Rh C rio S (hips) • . . . . . .. . Left . Right DL reaction 4 A.45 --1.45 Max -LL icaction 2 30 2 30 Max -'-ttal reaction (factored) .5.4:2 5,42. DEI*LLCTIONS - Dead load (m) at 659 ft - -0017 L D = 9279 .',,;Live load (in) at ..6.59 ft - -0 027 LID - 5833 Net 1 otal load (in) at 6.5 9 It -0,044 L D - 582 I .. . .. r 4 . .. - '.....- . ..... . 4. 4 . . - ..... •• S S 1 1 : WISEMAN+ROHY Siruclural Engineers PROJECT: Carlsbad Oaks == GRADE BEAM DESIGN . LOCATION: Line 1-P . July 2015 . JOB NO: 1501e 6/26/2015 07:50:46 SOIL: CONCRETE: . VERTICAL LOADS (AU ASD): 505wo?If€, 5040onN,,6 25121 rol(notio;000sodl AII700(:lo 105(124.00 1.333 o: lolurul U All CO500) . ___ (cr :101: 1101 jIb 971: Jo (111 111.1 cIo 09 (ohaar) 1 (haath55( 1 LO3I1 (nod 1 2 Lead 3 Load 4 Load Load lOud Load 010 Load , - 1 .1)iOaith'e o: joiot load 7 Ia: (I rho ° 1.00 (1.0or1.3) 5 6 7 6 S(a01051 End/Ktpol SOot En arj.w d I)bsaoJioltxlo~' 1.3 11.0 ('.I2octhass- 10 ... .. 074 17.040 00I. :1.720011 40170111 01730 FOOTING: . . 12Pm 1= 00411 0171)1. 01)1)1) 151 017311 (1(0thi USe Ion, i IF 11.01(1(15100 at t5111 ( I (.i lot a i s dj (1 1; . SHEAR IN LXTthSION (flat elroeco cot moo) u' imtonsiso 51031/ VI, 011 J100 (.ro, 00211 (I VI S OP3k 001 01° iS up) 1)03 I, (I (13 - 00000(7 - (00 I 11)00 liii 015) 11 01)011 701111 00211 1 00011 111101110 1020011 (110011° 41.51 l.iIj3 . pL=. L7.L_QL_J_,____, .... ......................................................jL_....iIQP........... (71:051 s1051 aol r.0lldlni( ,Iot,mc, (loo: Slob Is TOT I it (7,0 71,2510511 0XV11)tl1rSI1?jY!N} V ACI 11.0.6 I (ixcr.p117Il (a) - . Tlio21neos 1.75 II 511cm Roisl. Sloe z 0 :i 0.11 0011(111' 2.11 II . . owu1I, a) ohms, sw 0'1110' 2 . LATERAL LOADS (W & E boot ASO): . . . Otatis-Cetun 0(11:304 472.5 (Ok It . (n1s10j:17V,' (00111:003 do'iwlc 1)lry 1 ) ASI-isO DL Slishiar:jo 1100 1111 -- SENDING IN EXTENSION (not hetmeest columns): HuIbt Above HeI9b,t Above Elm. Seismic Seismic I Wind . .- . Wind (19 Clincrulo 010-gIn 0.1,11 kI1((xsttsoc4u IFS) (151) MAX 051150110)101510-111° 11.09 k. It I Slab (it) 01 019 (II) (kips) Momunt (KU) (I'JpS) Moment (6-1l) 1111(00110110 pla As 001° 1.70 III' 000) :17.1?) 5)1.03 713 001, 37307 11021, 011' T,iII (SI) w'i1 OWlS 0 0.00 6) . As = 1)01) iA2 1)0501,11 1 111 11) I) 22.25 1)7731, I 19730 1100 I, 01) (Onla' 0115 0 5)laAs = (.110 15 DSAJQ$0'P0 102 (YIN) 11$51(vl 1.5) 0 IF) Off) 100-ir-ced r 001011 IS' 0.110 in' . - 0.00 00 (30 NOTE: For 1o0o)tih5fr;m;ad OIiA'OSHPD b,iIdinc:. (703250 NOI '- 0.110 (IL' 00 0.00 0.0 0.11 AJ;cirr:sloi 100:0 Co'p10n401ois: 0001) 5uo of 04! 5:01101 04'ir.d 9,10:4 load CQ,oloo7tk:o:s- GM). Ii 1600(5 2 M:i,jl 4332.-) loll Mnoi,mJ' 00 63(1 L0000 (:01116, 152 Zwic. o. a) 40101.1514 &7,$41;:n:15) y.,i0') , - I36CIJj0I1IILrI7, --------- - '00, S•00! SI Sl1SIS• 00111 05 nO0p: no,. 05,0 0 I. 1111101. Carl::, 61,01:, .01101: I.' 1l.thI. Mn. Mi-i. 010) Mo.i: Mo,:.. 01 :1,1,1 centS, K.,,? L.601, 0.03,100 1101:ini, OR, urns,. Mel,,. ci 10 tonI,,: Ke,n7 (.enull, 6o,int 00u,6,ii Oil? 7,14 (0.111 5u10 (III (Ill fills) (lit (SoIl 10.11 Al (0-1:1 Sololy (17 on (7101 1") loU 7,10 - (4:7.1,4 00 21117011,5:40 511.COS _ (:111/ 0' 1200 .55 .to 1713011: 1511 711741 13500, 5400 11U.) V '.00(1 1011 11.7 '/1:7111 140.shu . 2-1,02 11211 11 ' 11011 1.00 .05 1113010 11017170.1 ninis 114(0 C 741 0' 05)1 199 . 1 01' 0001) - 1 00234 1:0 7717111 loft,:', 54 12) 1101, 5' 100.0 .00 .05 07.5(351 111! 5717511 :,140n 540) 0.27 0' :1100 10 1:0 (30,01. * 111111.24 - 013 27:201 01s,07 75 C-Il • 0.211 0'. 1.0011 - .Cr1 1715 - 1)4300: 5*1 271)01 l04n 1)6041 1.11-0 . 0' 21:00 I :56 - 1.5:1 0)04717 11234 1) 21101 As ., CO 07 0 l's I, 100 "01)0 II. I TI 1,1 .,. 5% (61 ' .000 46 (.3) 607.73: 4033.0 1171751 551, - 44.10 012, 0' 40:1 2140 (.112 71)1)04)2011114 27127.1 00? 4-310 1Il'7 0' 10411 . 100 0011 I;- It) 01)2.11: 00211.4 74311.7 - '.5.73 - 00110 1011 - 0 0 101.0 2,07' (.0.0 (153011) 1070.3 2,101)0 2711 .0Ifl7 10.0: ,0 " 1111 I' ' 265' - 574 013017 52 057.34 III: 141761) .0151, 74.0.) 11.0;: . Y 17031131, I 70114511) 1:0 5051 1, .16111 5451: ('.711 0 1 • 1110.0 1 11$' 1 27 6404)11 .3 hlurolOc 51119s:aos:oos'gn 11:1055515 I: 131)05,440:? 2,!dSsioth,,a'J, - 0_, " - . ' . • .. - oRrrTow6p1s0olH1 ------ - .. - -- -- - 0II1.03,)lR611_ -- -, - - LOAD ComfillIA1101,111 500(IlNu1IoN& 10.n.,d SI SOD 0b,ul,'I: .7012 ill) ill's) 1:05 1.0:6:52 _,J_II . 4. 71 7-W" S,4,0'i,11)40:0 r, 1. .1: :1_CO 317111si 1-177,1 10'),' 0 (1)7(7113(5,01)26 lI.C,'0S4.con 5'"5,_..l.S0' 0.7414:4 5,1.23 100713.1301 - :06)0 ISo .300 00000SA11OIO$ IBnuS ,,n 4150 1101141; I) _ a 521101.1012.1.112 1745)31021771'/ (IC 1215.3. r k, 0 74 'il1lt'0211,tAs ------ .),LSfO............. III- .. ---------------- -144001.0(004 I3, .--...... 2,505(0,1 .141411 I). (:701. - 5.741, . , 11102 0.71)1' 0151: '111173:2125_. 2LU125 JJ,0 90J011-------- '0:1113:010.12:1:1 II. 075,1,11 1105: :/5;: S . 0115. :1)2511.0)7W 1.51)2 01/511 1,/51. 11/50 6,3500104 3l,l 14.0721. I 0.755 I (111510: 1707 11702 0010 0/111 '651IJII)_I0_... r11o72l,0o7:5s,75075d41(05.,:1 0S1'Jd403_. 1:1*3W -7401- .-- * 01.') .104.:: 1:1-IC 3,757 0101 Men, -......0•S••. 1,10.,. 0 1S0,1• .,I 00 nl' ,i,:K1 00500 60,4,, .1 500:51115 11,1,,) _ I.-OhU,o,:on 000, 310. Ibos,Inn 0/17 IS.!. MoO. 50,501. Moon COtta! ul 51:01:1 loll 4.11011: ,nel,, Ia II,,.? Uoiirkq 10on11, 'lIes. Bunho 0110._. 0,o:i:l,1 - 0 On? 0,1,ol (ft_Il) (K-Il) - lsollly - (It) (Ill (0-0) (11) (1*1) - bbsil 1044 (1,ii) 6.l'o _I'IJ (II) (ON) )!:( 111011 (11,1) - • 15.2.01 104 7112111 11110,10 1,4,00 01101 1' 1201' I 051 I 041 ,11370 (:1' 2112,11,,0410 54.11:1 7.70 1' :75:: I 35 I (10 00cr:- no 571201 00n10 14445 751 1' 1007 500 Ii-) 17014) 00 201:101 05510 541)1: (70 -0 11.50 51)25 . 107 104 12(7013 1)02.34 1)0 111:21:1 54,51, 54107 - ('77 1.011, 1.111 (11031 61' 27.201 1107)0 . .113016 53.52 (02 0' Ill . -.104 (117411) .271751 ohS.,,. 54.00 002 0' 11.07 1.00 1.05 (17414) 013 1)10/li 53 ...:1 A 0 .0:1111.0 - - :101: I 011 I 011'.. - ' 1)5:7.)' :1)0 127,5)1 . sloW , 03.5) 071! - 1' 1*01! 1011 . .00 1.05 1513003 101 2111)7.1 ,:5,15, 3377 673 0' as 10,: 1,-lOt: 1) 0041 .312. 100/01 islo:o 24.05: 002 • 14112 (sI 17) (113071) 1.5)11771 1,151:, '71100 1504: 'S - 1100 0 1 v 110 1 104)130 : ' (1001) - - 022.13 ('5! *7:20 I a lOok,, 540? 070 - 5' 151') I ea 011(2) 00 2215) 1.5130:, 00.140 I!53 0' 1116.13 0 1 Be I.P. : 110 - (20013 I - 22'......1,1 1)07.5' 3(01,3 271251 7.35 01103 14011 2,07 1.12 00(0.1 7(27.1 - 771)011 7)) '11160 7711. 1' . 11 1 111)5 7/47 - 1)0411) 11)17,7-1 137 2111101 0:1,,4., 0-1,23 (.(0- 5 404' I 00 2.611 - I 07 5730.11 5.11 771701 ,1140o 1,40.';: (.03 700 186 I 00 - 502.7-I 1.11 771251 .010:,a 511.00 11.112 1 1050 1.0) 107 111300) 05 71110 I ,:5410 114.06 01.20 1 102.11 I 00- 1.00 ('7700 'I - 702.34 3403.7 27:70 1 ' (76 55.45 0112 1)' 141.0 124 1)01.73 71)157, 2111161 0.74 - 40-10 151-2 0' 11:46 • 2-40 1,29 (304)15 21.4.411' 3 ill Ii') .1150102 11715.7 157 (511:74 444 94.51! I 0 045: 122? 1 11 1757.. 1(3) I I? I 011 II? C 0 (11375: 11' )'Y) 0(I 061 1121 2 . 102,3.7 1101,7: C 1101: 0' 1051! I (1 112 'S 01.301) - - 101'S1015751(us 455:0,1,3 (:10.73 (en /51115 :7.11.4 , . •. I 3' - Lc-9004: 4. lotus: .. • , - 0 •' - -' - . , . - '- I) 00c,14 (14,1111 %- - - - ,, 6.00615:11111:1010211015)05115731:15 (l)IS's) , -o 1-3503,16 posbibS.307: oy:rooWo3s- IU,10'7,i516Il15I(0! 17551 1451 0*7:4 I ll.jo-rtt.eLo-a C -6'135,7ll3I1.05(Vl. &L)aol orbiirn('trP11(5 1,134 .0 - - I,' Nor) 1,51! (.050 ' Tills sprombolooN (01150)015 boIl' (Sand Was ASS) - . I • ."_ - , . ' - I) 0007(617501.0 1530 , ' . - liloss lot*( ol con8c4ll;r 1.0211110111112531; ho 1.1101,luln 11,0:1 (1565 (or 2711usr 1. 0451:1111 -. • - 0 - - Sroe, L5oI 11.1204 = l5sl )>aIl F,(1i11 1,111:4:61 IC'11,1,10000110 . ,- 4-', . - - - . . - • -.4 4 ., .• I • •' .- 0 T- : * ( * I I ,?(.~* 7' •)Y_ c ' — 1t)2 / -, -.79C 2Ei - '•; >z _L,9L*! - Ti '4 — /($i / / (cr ' ZI( ,/ - I - C.- XX (( 97 .-/ 4 I' S -: j . / / - • +- ----5..' - / .I•[- f . .. .5 - . . - -. - . ./ •s .S5S_.5/ ?1_55./ i;-5'' :. — ."t/ /7 5' 4---.,- ' ) 7 - - S - ON eor JO ON 133HS DROad SV13NION3 1V1I11)fl1S - . AHO + $WM----. - WJ5EN +ROHY 242 STRUCTURAL ENGINEERS BY DATE PROJECT - SHEET NO. ________ OF JOB NO. /.?L -. -•"- (',L/:'K . ... - --.----.. . .. : L " - () c. 'C . . • .., '• . '- / 'r 7 - 'i: . . . . • 'I'7 PT; u. I - •. 12' - ............. •. • . . •••••••••••••••. •••• • ••• • ........• ......• ............. . . .• . .- . . • . . ..e W$EMAN + ROHY 244 STRUCTURAL ENGINEER -. :. DATE ________ PROJECT SHUT NO.' txLi7Ai; /. No Ic-c - 0 WSEMAN + ROHY 1: •: • STRUCTURAL ENGINEERS BY 1 DATE ______ PROJECT SHEET No Of 0 0 0 0• . I • _15) ....... ............ . . . • . .. : :....... : • .:. .....................• ...... •;i .• ...................: 0'0J '•&100 • • : • 000 0 -- aw fr r J t ) r Lr - Li - 2 - 3, I WISEMAN+ROHY Structural Engineers I PROJECT: Carlsbad Oaks RIGID DIAPHRAGM ANALYSIS== LOCATION LIkig A, 1H to 1-K L Aug 2003 S . JOB NO: 15-014 811192015 11:06 AM Note: Rotational forces will be added and subtracted to translational Forces (as appropriate) Eccentricity is positive if COM Is below COR Farce- 6515k . Rd' = 49587 Left-Right (X) Force & Walls! Frames: (FI, due icr up-down (Y) force Up-Down (Y) Force & Walls (Frames: - (F, duc to left-rictit (X) force) COM4 = 1511 ZR,= 370 COM.= 5011 18.3 y Length = 30 It :yR, = 540 . .. '. ) Length 10011 E KR, = 611 V Eccentricity 5u/ = -2.1 It : •COR, = 14.4 it . X Eccenbicity+5% 5.0 ft COR, = 50.0 ft : Y Eccentricity -5% = 09 II X Eccentricity 5, - SF I = -139 flu . Rd; = :3887 . . S 1, +5% 3211 irk ; Rid,' = 45700 - 58 Wk . . . T,-5%= -328 ft'k LINE R yR d 13.4, Rd ' 'I s r1 in i, ii LINE a H, xP, d Rd R,d l I f,( II 1-4 0 12.52 0 14.4 180 2561 21.9 -0.5 0.2 1.2 22.1 1•1i C 9.14 0 50.0 457 22850 32.8 3.0 -3.0 -1.3 35.11 1.5 21.58 25.01 540.363 7.2 -180 1296 43.7 0.5 -0.2 -1.2 4.1.2 1-K 100 9.14 014 -50.0 -457 22550 32.6 -3.0 3.0 1.3 35.8 -__ - ' 4 I. p 5 - I 4 S. . -5- . - 4 - 4 I t - S • - 1%) . . 4 - \\WRESERVER\Erineirin'g\Projec(s\15\15-014 Carlsbad Oaks Tiulations\LziieraI\Building A\Rigid Diapli- Bldg A Mezz, 1-F-Ito • - 7Z-I - -- - -- - ' - -roArcq - - - - - -- at)f!L' //c7) / YiC,V) /-Yv'Jô • • • . :.. .. / : • . • : : • • • • ) , .--- ---- - ----- Maximum Unshored Clear Span (ft-in,) Deck Number of Deck Spans Gage i 2 3 22 19-7" 1l'-6' 21 116 124 129 20 12-1" 19 126' 112 149 18 12-11" .15-8° 15'-l" 16 137 1611 1511 goring is required for spans greater than those shown above. See Footnote 1 on page 69 for required h,.'rinr, PLW3 '' o w FORM LO K e 51/2 in. TOTAL SLAB DEPTH •0•• Light Weight Concrete 1 Hour. Fire Rating 8 Concrete Properties , Density Uniform Weight Uniform Volume Compressive (pc (Ps f) (yd3/100 ft2) Strength, '(si) 110 36.7 1.235 3000 Notes: Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. Total slab depth is nominal depth from top of concrete to bottom of steel deck. -, . . . 4' . .. .........- -' : Allowable Superimposed Loads (psf) Deck Number of Span (ft-in.) - - Gage Deck Spans 8'-0"B':6"9'..0"9':6" 10'-0"10-6"11'-0"11'-6"I2'-o"12-6"13.0"13'.6" 14'-C'15'.0"16-0" 1 275 251 228 209 191 176 128'1:74 22 2 278 251 228 209 191 175 163 152 lOb 96 63 80 74 62 52 3 278 251 228 209 191 176 1 163 152 2i06..:22.96 "88.E 26o'''•'74.'62 ::52:. 1 300 271 247 225 207 191 177 164 [117 107 98 90 82 69 59 21 2 300 271 247 225 207 191 177 164 153 1107 98 90 82 69 59 3 .300 27 247 225 207 91 177 64 ' 153 143 98 90 82 69 59 1 37 290 264 241 221 204 189 175 1631 117107 98 90 77 65 20 2 271 290 264 241 221 204 189 175 163 152 143 98 90 77 65 3 321 290 264 241 221 204 189 175. 163 152 143 134 'SO:::77.:".... I ''' 363 328 298 273 250 231 214 98 -1 185 173 1125 ......1____107 19 2 363 328 298 273 250 23i 214 198s 185 173t 162 152 1381 ° 3 363 328 298273 250 231 214 198 185'' 173 162 152 138 1 4CC) 3b 331 302 7 256. 237 -.220 205 1911143 132 122 105 90 .18 '2 400 264 331 302 277 256 237 .220. 205 - 191 . 176 161 146 •,119 - 3 400 364 331 302 277 256 237 2202 205 191 176 161 146 '119 1 '400O0 395 361332306283263 243222 201 179 T152 7 31...... 16 2 400 400 395 361 332 306 263 263243 222 201 179 -161 131 108 - - 3 400 400 395 ,61 332 306 203 263 243 222 201179 o161 131 j 108 See footnotes on page 69. 1 Shorinq euirsd"in 'haded 'areas:to, riohtofheavv line: Allowable Diaphragm Shear Strengths, q (pl'f) and Flexibility Factors, F(inJlb. x 106) . . Attachment Deck -.-.---..-----..---....---..........- ......................... Pattern Gage 8'-0" 8'-6" 9-0" 9-6" 10-0" 10'-6" 11-0" 11-6" 12-0" 12'-6" 13-0" 13-6" 14-0" 15'-O"- 16'-0" 22 q 1439 1427 1417 1407 1396 1391 . 1384 1377 1371 '.1366 1361 1356 1352 1344 1337 - -. 21 q 1439 142e 1414 1403 1394 1385 1378 1.370 1364 1358 1352 1347 1342 1334 1326 36/3 ., . q 1441 1427, 1414 1402c392 1383 1.1374 '1367 1360 1353 1347 1341 1336 1327 1319 19 q 1452 1435 1-.20 1407 13)5 l38 1374 1365 1357 1349 1342:.1335:.'*1329 1218 1309 '18 q 1458 .1449 1432 .1416 1403 1390 1379 1369 1359 1351, 143 1335 1328 1316 1305 16 q1512136 1467 144$ 1431'-':1415 1 A 0 1 -1388 -':'-1376--'--1366.-.'.':j356 1346 13381322 1309 22 ''q 1541 1519 1500 1482 1466 1452 1439 .1427 1416 1406 .1397 1388 1380 ' 1366 1353. 21 q 1562 1538 1516 1497 1479 1463 1449 1436 142 1413 1403 1393 1284 1369 1355 .20 q 1584 1557 1534 1513 1494 1476 1461 1447 1433 1421 1410 1400' 1391 1373 1358 ' 36/4 19 q 1635 1604 1576 1551 1529 1509 1491 14l 1459 1445 1432 1420 1408 1388 1371 .18 ' q 1688 1652 1621 '1593 '1568 '1545 1524 1505 .1487. 147,1 1457 1.443 '1430 1407 1387 16 "q "1807 "1763 1724 1688 '"1657 '1628 :':152 "1578 '1557..1536':1518 "1501 '.1485 '".1.456 1431 See footnotes on page 69. - ' •. . ' ' '' 76 s VF5 VERCO DEt<(NG. 1Jr .-. . www.vercodeck.com • •••-•--'- .- . -,.'---. •....-... WSEMAN + ROHY . •• • 249 STRUCTURAL ENGNURS . . . . . ØY ' DATE PROJECT L SHEET NO OF A Joo ...... ,•.... . . : ...._ _. .... I—V1 ....... •.. . . . . • . . • .\.. .••- ............ 3 - - . • I • S . ...... - H INc-'4c, S '-A7r - .- - :f 2.: .. /) H . . ............I -c I- .. • H : •• • ... p... r . .. . . . . ... . . . . •.. . . • •. . . . . :. -4 25$: BY ,LLI. DATE k" . PROJECT siir OF ios uo. WSMAN + IROHY STRUCTURAL ENGUEERS: :.. : : •.• : -. r------------------ ••.., _) ••• ...-- .,•...• ... • -.---- ........... ...... . .... . ............ • - - .• - •. • •,• S S . • 1jJC' = 3 - -: -' --.--. .. S S • • - iI - 1odti C 1' ( S • --- -- -- WISEMAN+ROHY Structural Engineers PROJECT: Cailstmd Oaks == RIGID DIAPHRAGM ANALYSIS == LOCATION: Bldg A, iFlo 1-14- No inIorr wails Aui 2005 - S .J0I.1 NO: 15-014 11/113/2015 1:14 PM Note: Rotational forces will be added aid suh1:ctad to translational iorOes (as approprate) Eccentricity is POSIt/VOl COM is below COR Frc 137.5 k 3Rcr'- 269591 4. . . . . . Le;I-uIgnrfJc) ,-orce a watts Irrimes: (!-,. aue 10 tjp.(jowA (Y) lorce) Up-Down (Y) Force & Walls! Frames: (Fw due to left-right (X) force) S COM= 11311 ?rl,= 100.2 COM,= SO ft R, 7 103.2 V Length 313 ft : yR = . . S . X 1wgth 100 ft > xfl 5160 V Eccentricity 1.5% = -9.0 ft .. COR, = 0.9 fl : . • X Eccentricity +5% r 5.0 ft COR, = 50.0 it V Eccentricity -50/1, -6.3 it X Eccentricity -5% -5.0 ft . T, +5% -866 irk . . . .Y R.d.:= 11591 : . :. . T, 15% m 336 1tk 2 Rd,' 258000 0 T-5%= -423 Irk . . .. t-5%= -3311 fk . LINE y H, yR, :d R..d, Rd , F1,1,1 F1,11 r-- F101 LINE x 1, xR, d, R,d. R4 Fr, F1,1F T%`I F1, Fin; 1-3 I) 54.1 0 9$ 537 533:3 36.1 -1.3 -0.11 0.7 35.6 1-F C. - 51.1/ 0 50.0 21010 129000 33.8 3.2 -32 -6.4 37.0 1-4 21.511 46.1 t304.836 -11.7 -1337 6258 31.1 1.3 0.8 -0.7 32.4 I 101 511 511r0 500 2580 129000 138 3 7 64 17 ( F 1. t-, .: . . . . S. • ............ S S - oS . - -. - p a- ,_ , . S. -, ., ,. -• . S.-,.- -. - ,.. =5 -. S - 4; - • - - ¼ 0 - - . .5 S 4 . - . . . C _l -S SC. S . . . . - S. • S S• -, - - • S - - - •55 - - . . - c - - -. . \WRESERVER\EngineerinQ\Projects15\15-014 Carlsbad Oaks Ti)ts\Ctct\LateraftBUitding A\Rigid Diaph- Bldg A ivlez7, 1-Ftc 1-11- No interior Wall - - : -... WSEMAN + ROHY . -- ,. ------------- 253 STRUCTURAL ENGINEERS Y DATE _______ PROJECT A115 OX1( - SHEET NO. OF JOB NO -:" ....- .--•----" t - Tc ." . ( ' iA :)K f j - - I. 014 , -* o, -:-- .....j: / / ?A - f44 - - .- - - - - - 1., H /1/................................... -- ........- I ......................................'&/) ......... ..-- . - - . - WSEMAN+ROHY 254 ••• . . . : STRUCTURAL ENGINEERS By DATE -8 !"P? A'i PROJECT SHEET NO. Op A ioa i6. 4 0C,R,' ; / - -x • . :)(l &h) cf / - • . . LD . . . . . PV /J)/ ' - J LC1-3 IL s • - i ( • . . • i,. . 1 • • .. . . .. . . .. . .. . . ... . .• . • ,•. • $ Note Rotational forces wi' be. added arf subtracted to translational force (as aor orrii ') Eccentricity L positive it COM is be ow COR Force - 07 k Rd' - 27( ,'17 Left-Right. (X) Force & Walls I Frames: (Fi. due to up-down (Y) force) (F 4 due to left-righ (X) force) Up-Down (Y) Force & Walls I Frames: C0M= '8 X ft= 108.2 COM= Soft Y R, 103,2 Y Length - tO 0 1. yR, = 1107 X Lmoll 1.00 ft YR...= Y Ici-enncity 5 ..9.0 It CUR - 108 ft x fcc tI icit s' = 5.0 It COR. 500 it Y locontricity 5/, = 54 It • Y Eccentricty 9 = 0 It i = 608 it k Y Rd - 12597 1 9% = 338 fl 'k Rd = 21800r 1 Sb = 305 fl 'k T. 9 338 ft k LINE y R yR d, R4 Rd 1 Ts l () l F r'-1 t NI x R oR0 d R,d kjd' r i F r0 F,-. 1-2 0 54.1 ft 10.8 584 6299 33.13 -1.3 -0.8 0.7 33.0 I-C) 0 51.6 0 50.0 2580 129000 33.8 3.2 -3.2 -5.6 37.0 1-3 21.58 54.1 1167.48 -10.8 -5114 62911 33.8 1.3 0.8 -0.7 35.1 100 51.6 5160 -50.0 -2580 129000 33.8 -3.2 3.2 5.8 37.0 C,. 'I S SS•! * - Si -. - S . '. 4. . ,- - - - . %. - S 1 I \\WRESERVLR\ngtrtoertnç\ProJoc1s\15\15 014 Carlsbad Oaks Tilts lcuntlons\La1Lrat\Buttding A Me77\Rigtd 0i.ph Bldg A Mc 77 1 D to 1 F No intonor Wall 5%. _=a! 4. . - -S 0•' .-- 5- - .777 WSEMAN + ROHY 777 260 STRUCTURAL ENGINEERS -: .• .-... .... .. - DATE i PROJECT '-' I . SHEET OF JOB NO -- - n 18' - - - - - I---. -_- - r 1 0 10 p . .......;': ...... ():.....:: /.;1,, 4" + 3 f/p (, ............. . . :cc' ................ : -: /y/ \\ .......................................... .... / r - R1 .- fi7 r:7- ... W$MAN + ... 261 STRUCTURAL ENGINEERS TW :BY _______ DAfl PROJECT OF JOB NO :L•:•--'--- . JJ .' 'L-7- I I - -' - I.,J - .-.- - -_- /\_ 'I - c ' / - - _ ......... - '- - 7 z sk - - - ....... WISEMAN-*ROHY Structural Engineers PROJECT: Carlsbad Oaks RIGID DIAPHRAGM ANALYSIS LOCATION: Bldg A. 1-A Ic 1-C Aug 2005 : JOB NO: 15-014 8/19/2015 12:01 PM Note: Rctation4I fortes will be added and subtracted to translational lorces (as appropriate) Eccentrkdly is positive if COM is below COR Force - bt lu 4f3159 •. •.. . : : : . Left-Right (X) Force & Wails/ Frames: (.Fjv due to up-down (Y) force) Up-Down (Y) Force & walls! Franies: (FT, due to left-Oght (XI force) COM, 33.2 It >.: R, 33.3 COM= 55.5 It 2R, 214 V Length 71.137 ft . .2:l 1591 . S x Length' 115 It E xR, = 1040 V Eccentricity" 5% 113.2 It COIl, 4713 It X Eccentricity *5%= -16.11 It COIl, = 44,4 It V Ecceiitnclty -5% 11.0 ft X Eccentricity -51/,. -5.3 It 1,45% = 1252 fl"k '3 R,d = .30269 1, '5% -1161 ft'k - ) R. = 52800 /56 Wit 1 5 0 ft 'k NE y R'.YR. d R d,. R d, r r T 1 1 (1UNE x R, XR, R,d R,d F,- 1 -1 0 SM 0 47.6 411 19522 17.8 13.2 3.7 -5.7 24.0 f-A 0 10.8 0 '1-IA 4115 21313 31.8 -6.7 1-3 43.16 13.3 271.906 4.13 29 134 13.1 . 0.4 0.3 -0A 115 113.1 50 6.3 315 -5.6 -38 125 18.6 09 1-4.5 71.67 18.4 1318.73 -23.0 -440 10513 38.1 -6.0 4.0 6.1 34.1 1•C.2 115 13.3 724.5 -70.6 -445 31,181 16.6 6.2 F1 :F-. c)... -2.1 7.2 20.7 0.2 -0.5 19.1 2.0 -13.7 2 4. 8 - \\WRESERVER\Encjino?rirtg\P;ojecis\i 5\15•-014 Carlsbad Oaks TiIts tions\Lateral\BuiIding AMezz\Rigid Diaph- Bldg A Mezz, i-A to i-C 25.1k S.. •S : 24.81( Member Ml , LC 1: Distributed + ECC Rctns (01232- I 1843 2464- -- 308 0 j -- - 11.5 23 34.5 ----- ----- I -- - - - - -- - -- - --- Ii.. 24,696. - - 46 57.5 69 80.5 92 • 103.5 115 Member Location (ft) , ) 1 - . - J 14. /è 1 2 I - I. 4- . • • •- - .• • I 4. ..• ...;. - Member Ml 1.LC 1: Distrib.ted + ECC Rctis 34.5 46 57.5 69 80.5 92 Member Location (ft) -r1- c1 crrv: /3 .. . 0 0 . . . I35 - OG2 .lfr • I - <a . 1 I 267- Member Ml, LC 2: Distributed - ECC Rctns 29,706 - - -- — — —______ - — 3095 ---- i.__ --- I Ii - . .•.0 1238 T T . 4 . . 619- C) —- • . -;_:..:: ....>C. •.q.. ;:/.Jb....._ IC....::..:.C.JC!.,r: :.C:,..zc.' " C,,?,.C,q-,.,',..... - 0 - _______________ -- LL - •---.- _:__ _______________ _________________________________ - (C -- U) -12.38 ..................................................................-- -,-.-..- _. ...___ C . .3 ( • - -18.57----------......._..__.. .. ...-...-- - .....- . .24-76 -- - - - .-- - .---- - - - ________ - - + 30 95 - - - - -- - - . 0 11.5 23 - 34.5 46 57.5 69 80.5 92 103.5 115 Member Location (ft) - )•• . * .•• ------.---.-.. .-.- ....................... ..-.. ........ --. - ................ ,--.-----.. --. ............ --. .................... - ' • . - .. . . T. - •0 -4 -. . .... -- . . . p 4., .- .. , .. . 4 '1 '4, . -. . . . 4.. . -. . .,. . .. ................................ .............................................. . . . . 4*, 4 , . •4•. - *9 • . . 9. - ,"• 4.v .1 - 4. I ' -. •. C 0•• 26a_ 0 Member Ml , LC 2: Distributed- ECC Rctns * • 0 -. -143.6 ----- I . 0 — .215.4 ......................... - . . -------: . -287.2-- .------- ....-i-- . . ............................ - -39 .................._ . . S . - . . ______ . - -430.8 - 4 ---. .502 ,6 -- ............000 ........ 5744 +77 - - 582277 - - - - - 718 646 2 - - -- - 0 11.5 23 34.5 46 57.5 69 80.5 92 103.5 ' Member Location (ft) . - - - -- . 0 .. 5- . * (2I5/ •Se/ ()t\ * IR - - ( I \ 5 0 0 0 00 0 •• •) .1. .f 0' • • - / 2 Il, • * 0 IS_S. I • .JSK-1 . Aug 192O15dt158PM - .- . 6kJg A 1-A to 1-C Mezzanine Diaphrajm (E -W)... Loads: LC 1 Distributed + ECC Rctns Results for LC 1, Distributed ECC Rctns Wiseman Róhy . . . . MS Y Carlsbad OaI -.--- ....................................-..- S - 15O14 ........_--..._...._ .................................................................... 4 31.5k Member Ml , LC 1: Distributed + ECC Rctns f)1 .1 S. / 274 24014--- -- - I -- 2055 1 1 -. . I - ,-,- .-- '- - - - - - - - - - - - - -. - '1 •' - •- -.\ w..1 4 •• 1 0 ------- . .. o - I I -685 --- - I - --I -- 4 .1_ 4 .-. -. •_i I. I ( 37 - _ i-"--.--- :_ 274 -H 1 --- - 3425 '- - - I - -31 511 -- J ____I_____ I 1 1 -- 7.116 14.232 .21.348 28.464 35.58 42.696 49.812 56.928 64.044 71.16 . ... •. . .•. • . Member Location (ft) . • . - CD ..,.•:. v -.. • . .- -•,. . NN fg, 50 -qll.w rT .. -AII II -i - ly -:97k/fl 3 Jul Member Ml, LC 2: Distributed - ECC Rctns : 27.44 ..............-........................................---.-......-.-...- 2058--, '.- - - - 13.72 ..... 6.86 -- --------•---." - - - - - -- - - - .......—••--.......-....................................---....__ 71 - --- -- c ' - CD 0 6 1372 - . -- _______ U) 20 58 - - - 2744 - 4116 - — -- - 0 7.116 14.232 21.348 - . ---- -- 28.464 35.58 Member Location - _______ - -.---- - - - 34093 42.696 49.812 56.928 64.044 71.16, (ft) . Ik Line Values: . Val: - -20.247 k Loc: 43.071 ft -.. 10 A. L . -.. 4 p 41 C) ' r 4 • • k -:. '.. •• •. . •• .. • ..•• 'I '. • .•. . .. .r. .- - - ., •• -' 'I •••i.•• . .• iviemsi wri , L ; uistrouiea - tu kctfls 1 0 .J . 0-j -54.2 -108.4 ... . . . . . -162.8 . . -215.8 .271.. '1 -325.2 ................ .'• . . .379.4 .......................................... . . . - .4335.. .... ..... ..................4............................... ...... 199 - - - - -542--- ......... . ....... ....... ....... ......... ... . ...... ................ ... ....... ...... ....................... ..---..........:.--...---................................. 0 7.116 14.232 21.348 28.464 35.58 42.696 49.812 56.928 64.044 71.16 Member Location (if) . * 4 I Panel Panel Length (ft.) Panel Thk (in.) Panel Rigidity Rigidity of Line Strength Force to Line (k) Roof Lai, Load (k) Diaphragm Ht. Abv. Ftg (ft.) HI of Panel Abv Fig (04 Top of Door (It.) Solid Panel Mass (k) M1f(k) Addi Uniform Load on Panel (ku) Additional Point Loads (K) Dist., Front Left End (ft.) liplilt © Left End Uplift Right End (k) Hold-Down ID (Left) Hold- Down ID (Right) 0)T77 113') .4i0 Cl)') i0004 (lit. 2J______ C0 ('CO 1020 02P urn, 13 ..i2.0Q S 63t)13.50 Lsi 1200 - 1910 JJ 11)1)0 _ 17.40 _300.1)0 _(9 .•_J_ 0 19.2) Jjp- 12.00 7.25 - 3,50 - 24.00 111.01) 10.01) 0.0(1 17.40 306.00 0.1)0 1)00 13,0(1 2(53 _27.03 i-iD-i lID-i I 000 0)0 :-,DOD" 10C .:0.(. in 0011 003 _l 101 111__1 IlPI -1 . (JO - --.,- Total Length Opening Length le Length (ft.) Load (k) (LRFD) As Req'd!ft. (in2) - USE OR USE 20 0 20 34 1 0.06 USE #4 OWL C 36 in. o.c. 7 #4 Dowels 12 C. 12 13.5 0.04 USE #4 OWL 48 in. o.c. 3 94 Dowels 12 0 12 19,1 0.06 IUSE #4 DWL © 36 in. o.c. 4 49 Dowels 12 0 12 24 0.08 USE #4 DWL © 24 in. cc. 5#4 Dowels - [_•'•'_ . - .------.. ____I Line Panel 1-4,5 1-3 zzanine-'1 1-C.2 I -s [ WISEMAN+ROHY Structural Engineers PROJECT: Ca ("bid Oaks , GRADE BEAM DESIGN LOCATION: Low 1 -.C.2, 1p I h-'z Footing July 2015 JOB NO 15 -014 1014/2015 075029 SOIL CONCRETE: 4 r VERTICAL LOAIJAU ASO): AI! -. - , S 06 110SoilD '1 '11 I (no a. case,) - -- Diot oad I 0) It 06d 2 5:11 wOSlO !o'r,,t 1.33j ((4 IiI1;04l 6.41(15 it: All C:,ses) F Ic 1553 671 11 U 7)1 (SODs') - Load 10211 Load Load Load Load 104(1 balI Distance Ic.: 015)4(51010: I I 06 4 60 (1 c '.5 I I 2_ 3 4 5 6 7 8 Star) Kit I '6te 51117 End 1)100 - III) (10611.3) - . Distt,o,ni.oadioQii 510$ , •... ;J - ;1001I]O.1511L 61011100540 1.7 4o110,s. 4.0 II, 0' 7A30 0.0)11 1740611 78486 t51i 1 5001, ).7-- -- Lo 5.006 0001 •J3 • ,,,...5) 3 115106 FOOTING: . . . Lo7tK1k (IDOL ., 56651(21 01031 17.0112 1:010)61000, 6(1 25 II (to 7611 .01 1661 Ia'Jl SI4ttM 0 EXTENSION not bUIw005 colarnas(: - ..........S 15)7(12)7 .......-.-----------------L._.------iit s ..__.._LQQ. - Ip)5I5o 155 II 4s'ecli 67r.sh€i)YV,,' 43.2 lops I' is 08)' 65512 0.65)1 I OCUJO I 71.71)7 Lc,iqll,' ITS?) (I p15651' 67.0 lops . _____1-----------------I .........LcLJL __...Ls.t.. I61.'larol:x,l 11212)01151); . - - - 014101,110 (0,1, Slab 100F. o 1 1 6 . . use lois loee.l eycerdno?(y74) Y AC) ;15 6 S 6070110511(a) lImo 1.75 II ._ Sllos'R,,i,'J.Siz(,00 3 0.71 l ' S 541.5),' .7 It . Ill(11516711061101741511101)C - -------------LATERAL LOADS (W&EhoII,ASO): I 61 1 1 7.141111. 11 Cl ft. .1.> 0'. , I 0))kro, [ -- 41..Ul_( I) 115 II 6,10 - ............ 1401515 Height . . . foJ5l DL Sllrdlo-50 1 11:0) kIt . . LE1400663 IN EXTENSION (not hoIwUc, camIr5); t.t,vc AIlo, DIm. Snisnnc 50)11017 Wind GE f.sao,eI:, V$'o.l,l' 1.05 kIt 171n44515 "1501)41) '1.00 001005 ,1110115101' (Ii) 17 JAI Love) Sb), (II) 01 Ftp ((7)Mo,n015 (k-fl.) (lope) MonlOat (k-fl) 061AbSsvW6l7hI' (14.1 6Il(0' llDpcf1 144,0 272 '71° Sill 14.00 ft 10.15 10.011. 10(0.6 5111141 770 1.756)1 ''0, 1)356, . As 0,50 7.12 '.. 17)51 .Ss0a if,, 137x A's " 1.05 is' - . '1517) CC 0.0 07/510)1108))? N (YIN) 1151.18/5 LO) 0.7511w 6215,764 7.11150 As 13(58 71' (0.775: Fiji 1sk,ry 605;.Imo3clI OiSA!OSHI'O lmi'dwos. 410816, NO) . _________-- .- 1153) 00 0.17 151',,voc4,ed - 111(1) 110 05) Allllloslo 1rn4 C,tU1bi,,alk000 00710 S', 41150 711111 of WaS) 15spc LosS Ccn,bboal.kws GOOD .. . . . 17 Lovois' I M'oo,ass w 2041.41 ;At I l5:yp4175' (71) k-Il 10000 (01)55 at basS: o, all '6)1704,' 00104,1,11)1 - - .00(1 COA1I000A1!ONS ll)oa,d cc (ISO 'f,,I,,,,o(,'l - - 1, 60o,017 1.1(1(111 • I.' '1640 1614 1 443-; ,4004th,.,l'1'tO52,('1) 51471016 l5I,dci. IltU (I) I .055. 1747 ....................$s?31 L2a.d 1 - L ........b ,. ................................ ....15.055.........____._.. 16110 1:1(1:0(011 l'101 1591 Nor,. (241) Moo,. (0.11) of 710ll/ 111011 (II) ccolc, 117) 1(0,0? (Y(N) l.,nnl), 1') 804111,0 1711? B-hm (InlI 1110? 11100. II1l 00,,. li-Ill Si) Sol,1, 1,11 )II( 7.00101 III) (10,10 141111 1.051,1), 111) 11,.,,i,,, (101 1Io.o(n,, )kf) ('/5) (II Ill 7 .71)4;,' '.57C W, .11;0 f. Al 1171051770 115: 4.11 ,,L,,ao 5.571 7117' 4 I 141 1'.'o' ('.70 57)03 S 0! (III 401 7 iolsth 714(1 (:5.5 V 160 '166 054 157:7171 117. 41111 '111,16 (15:'? 1710. 0 I 7.1' ,55(( 076 (71200 111(4 7.1' .141 :, , DIII 116') 1' '7.2 6,0. 5::11 01)6(1 I 4.11 1,1,6,, 7.0111! (5) 11 17.0 4170 (160 011120 1, 61 07 4:11 .'j071,60 III!: I'S 1 17.6 (1- ;0 1' 71 35.26.77 170 401,2 1)1,111, 171;)' 354 0 I 05' 1770 0.711 (6103 71111 1:017.1174,0.4. e c (544 5' 1115: (165 /6 7,0(4, 57 41.11 4,I,do (542 741 V III) 716 0.76 00157) 51.0; 70711 .141 145 716 616 14 6.1 3.11 ()71' 1317(7(1 '087041:1,04 7.7'. 11.1' r, 0.1 :1,' 05:0 1)001) 14112 7366 5102 120116474 74 7) 17.1705) 655155 47I1.0 2047 1.26 1.4,' >1' 1) 57 4.1 0.47 7470)71 1/I 17 I 0 it orl y 1 I I S 6 i,I) I 0 01 C. 0.1a . - - - --- ..400c797(oo,M:r................... (11' po.i.,r.,71,.. 07....., I. I.. 4.. •773-_ - - _r____ , ,.040(01607541'IONSIR,10005ASI)'L',35iJ:- I',: f,$(.7 7.(3(747.17 0.175071710(1410231 11 I .5 ----- ---------- ----- -------- LL0i'0......................... Iinr,,71:I 1614.6 3. 1.' 11.511' 1201 '('ho7iilisU5ii7. "lSL 7.0,0441 41144; ,. (.777. ' 0074., )(144) 0 714) 0.757' li,4a6o,, 1O.12'45,.V? (1,7.55 1.7104 1.12. - 5.717, • 07115) (11151 5171. 5.71111 1,7)11, 10.1)1,) I. (,757.(.,())5 • 0.7551' 115415 7(7511 0.757 4772' '1411106,11144 U.25L__ n,,loo, 15.15 C:I7. 51 9(155 1,1514 I (7074! 375)1 '(01 )11pu) Mono (6.41) Mu,,,. (k-Il) of 601,10 roIl Ill) ,:,n!,. (II) (YIN) K-0 10,190, (II) 80,,,),,, (2.1) U-6-07.7 (7s5 1*51,. l)ill) 7.10,'. 16111 *1 6a1o1y loll (II) 0,1,1,., )II) (Y'NI It,,,,) (Ill (l,o,(no - )(,'.l) 000,61,, )l,ol) 01,? 00.111 :14 454) 7117.0, 17.710711 3170577477 40071 1.7 31117 1655o (17(1 17175 3 ''11 '.'.)I 0072 U;;7,10 11601 34' .1412 Ioh,5, 1741 4107 3 16'S <1)7' 111.00 013740) 017 0412 1,441., 0.07' 0,111: V (7.17 (1.77' 1076 1.71710 40.01 70 4197 162,10 (47711 (7115 3 ),70 (11:1 1771' 107(70 :110 .1)111 nI,), 056 0.15: V 1 '.0 5.77 ('.77 012077 (0.51 (15 4541' 1,5,4, 41II' 1074 1' 101: 217 17,77 4(101) (II' 1177 0,6,5, 15.151 cc,: V 17.0 ('.72 1032 017171.) II II 115' .170.1' 01154, (45)1 41.017 V 17.0 ('.75 ('75 7505)2 s.c 4310 cbS, ('.115 Ccc 4 11.11 073 (1711 077170 5117 15.0 4435 401,1, (1771: 0 0 y 7.4; 075 0.16 6111;)) 37 42.1,7 (,l.iso 8.141' (1.164 V 1175 2.75 6777 14071)) '0.01 4151 6115114 Cl: ('.7115' 171' 0777 ('.72 Cccl)) su 1157 047.5, 1)50 C.M. 5' I '5' 7.')> 4717 047470 400' 1475 'III, 7107>7.5 4.55 II 1111 7.08 <1751 71(5571 775.5 4157 '.4(7 3575 4271 'I III) 71104 0110 (1060 514 50 .1)00 l 41'), 0110 17.511 3 17.0 0.75 5/5 170 61) '15: 49-15 '11,4 0.57 ((1.3 V 1Y2 4177. 072 (11771)) 1511). 4707 .10654114(1, ('54 1:51 5' 1717 ('.774 (.15 15747)) (.0 4319 ,.ko5, 1225 (10) 3 II.'.' 0.711 1210 '(50 4)47.' 25); 574 3.70 12 )5.? i.63 40 741101) 1(14.11 47.10 2)1! 0.3.1 2241 14 I?? 1(54 5511 0717')) .10.3,4 :151 7040 III>,), 5751 (.77 3 110 1143 547 74157')) 1.1: 2511.4 (15,40 1)40 017 0' 11.11 0.43 017 (41,4)0 0 .2 5.13 1 7 I-. U 0) Il' 17 LI 1 1,5 .. '1 1' SoIno't,.,o.,4(nse,od (v.1135 (4O 101051 -.2.1 )A - U'gui.d: Oaths: L1 - 0,:04 Lrlod Lie 00;,,? 1710 571,J (6ei'1o71)oI>) /5114617 1000111 I' ) (90 k:1:15 p000il,b) , CSIIO'oissw .7.j ,lolol,olcl.l 11,5! loS) food 0I:,o, Live 17,0,1 0vL'r)lonin'$ 411(67:754817)0071110:111(471:0310071 pet /55CC 12.134 I.' 157711 1.105 15)0111 - - YlSO cprllal1s;1;!ol ,o,nsidaw hell, r, and I',' 0' /571) - I) ' E4,r)l7,I02115 Lswl - 1756)74 (04vlosl 0) coribotlnU (.200. 1(010 booll or 0115150747 11,20 (011601 lo(Sl1ss, 11 Mlvllelll Snow L >011) - I I 1 1(01.0, Sir,,, ,'lIe In LII, I 0.01 - - - -: -. - ''3 - -.- - - •5 5-0, (4 -,' - 'S - - 'S', - = S •., •', 4 .0 - . . - WSEMAN + ROHY 278 . STRUCTURAl. ENGINEERS r BY h DATE PROJECT f/, 55 . SHEET NO. Of JOB mo. ,r _tL ffi 31i (3i - ---- .. ••••••••••••••••••• • • . :----/.....7 •1 • . . - H - ............................................................................................... ... . . .... . . (') os ;3 1( I (i toe 'H . . •. : .. : • - - t .............................................. '4 ... . . •'•................. ........................ .r(Jb. i'. ) - -r' - .1-A /9) ----- • .. P. I -- - - - - Dl • . W$MAN + RHY 279 STRUCTURAL ENGINEERS : BY ________ DATE " / ' PROJECT <c SHEET NO OF JOB NO -.. .••.. . -r------,-.------- •• -,-.-..-.. . ••• - - ( .................... • :' .. . . ç. • : . .' .. • -. • 1 1 ....- • • : . ' \, '• K / • ,iq• ' (1Prt) . 1 — •. • ., . . . / \ . . . ••• . '/••fr( - i/- (i . ____ • I•v-t • .• . p. -•- : • . I. . . . . . . . J. . . . • pçWpç,•, ) / . ••••. . .. .• .• . ,••\ . . . . - - -•-•• .--. ___________________ . . . c_P .. __________________ £WK •\ <E' PM&J - .i:loolq ... z. . : 2 : (:0. . .. V S - - - •V_ . . - 5 - V_5 -. . _ - Is.) * _ . 5• .. . S . 4 .c_ - - - .- S * - - S ., - co - - - ó '---- • : -•• •..-V,,V. V - S - •-' . - -- .- . - - S • - V..-- 4 Gravity Beam Design 281 1 RAM Steel 14,07.0 1.01 I:.... ;m 1 DataBase: Carlsbad Oaks- Building A DB 1 08/20115 08:56:16 I Building IBC Steel Code: dSC 360-10 1,R FD Floor Type: Mezz Beam Number = 179 •.. SPAN INFORMATION (ft): I-End(25.O0,7'1.16) J-End (50.33,71.16) Bearn Size (User Selected) . W16X26 Fy = 50.0 ksi .. Total Beam Length (ft) 25.33 . ., COMPOSITE PROPERTIES (Not Shored): . . Left Right S-.. ek Label W3 5.511 - Concrete thickness (m) 2.50 2.50 Unit weight concrete (pcI) 115.00 115.00 f (ksi) 3.00 3.00 . 17 Decking Orientation : parallel parallel . Decking type VERCO W3 f'ormlok \ ERCO \V3 Fon'nlok bêff(in) ,. = 43.99 Ybar(in) . = 14.19 Mn1 (kip-ft) 3493 5 Mn (kip-ft) = 3 17 30 'C (kips) =' ,' 176.83 PNA (in) = 14.92 ,• f , leff(in4) - = 772.32 hr (in4) = 894.59 .Stud length (in) . = 4.50 Stud diam (in) 0.75 Stud Capacity (kips) Qn :.177 R g 100 Rp = 0.75 - of studs: lull = 40 Partial = 10 Actual 25 . Number of Stud Ro\\ s 1 Pueiit of Full Composite Action - 63-0-5 POJ\ 1' LOADS (hips) Dist DL CDL RedLL Red% \onRL SwiLL Rd% Roofi I Red°"o Pa'tL * L + 5.000 535 437 700 132 000 000 00 000 00 210 : 543. . 444 ••. 7.1:2 112 •... .0.0.0 0.00 0.0 0.00' 0.0 2.13 L1M LOADS (k/it) 4 Load Dist DL CDL LL Red% Type PaiL CLL 0, 0000 0018 0014 0.025 132% Red 000' 0.000 25330 0018 0014 0025 0.007 0.000 2 0.900 0.026 0.026 0.000 --- NoaR 0,000 0.000 25.330 0026 0026 0.000 0.000 0.000 4 ' •. . . SHEAR (Litimate) Mai Vu (1 2DL+1 6LL) 24 9.) Lips 0 90Vn = 105 97 hips 4 MOM.ENTS..(Ultimate): • ....•.•.• . . . Span Cond LoadCombo Mu lb Cb Phi 11hi111Mn kip-ft 0 ft kip-It Center PreCrnp- I 4D1 54 9 15.0 10.0 111 0.90 123.83 lmtl)L I1DL 549 'Max 1.2DL+1.6LL .168.7 15.0 --- --- 0.90 28557 Coiitiolling I 2DL- I 6LL 1687 150 --- -- 090 2855 7 REACTIONS (kips): • - , •• • Left Right Initial reaction . 5.83 4.00 DL reaction 7.07 4 83 - 0 7. ...4 • Pei Gravity Beam Desg 282 RAM Steel 14070101 Page 22 DaaBasc €.adsbad Oaks- RAM Buildrng A ' 08 20 15 08 _J Building( ode IBC Steel Code \ISC 360-10 Left Right . p Max —LL reaction 10.32 690 Max -total reaction (factored) 2499 16.84 DEFLECTIONS: . Initial load (in) at 12.54 ft ;0.49 I liD :, 620 Live load (in) at 12.54 ft 0.339 '. L/D = 898 Post Comp load (in) at 12.54 ft = -0.379 LID = $02 Net Total load (in) at 12.54 ft =— -0 870 LD - 349 I 4 4 . 4. * 4 ) I 4 -- I 4 - ................ . .. -- -- .................... ...... .... . 4 • 13 - 4 4 , - RAM S t e e]t Shear, and Dficct ion Lgairts uiidinc Co dc: IBO Type: Meaz -Pe arn Nwr2ber - 17 283 45 4,- 4 ,,, - 4 -- 4 LC=12D+16L shear - 3.48 KIDS near = 24-.99 cipE 'Max ?o. aenL- 168. G'kip-f: - i5-,i)O "Mu DL 57 k-ft a ,,,. • ,• - 4• 4- 4% - I', Ci aib..Beam Design ' 284 rill, RAM Steel 140701 01 RAM, DataBase: Carlsbad Oaks-Building A DB 2 J 08/20/1508:5* I Building Code: IBC Steel Code: A!SC 30i0 LW Floor Type: Mezz . Beam Number = 172 SPAN INFORMATION (ft): IEnd (4.67,43.16) 3-End (25.00,43.16) .. Beam Size (User Selected) = W14X22 '. . Fr = 50.0 ksi Total Beam [cngth (fi) = 20.33 COMPOSITE PROPERTIES (Not Shored): Left - Right.. ' IJrCCK I Label I el v,_) . .... . . .. ., . , . - '-I, .......... . Concrete thickness (in) 2.50 2.50 Unit weight concrete (pci) 115.00 .. Y. 115.00 ' ft (ksi) 3.00. ' 3.00 ' Decking Orientation parallel . . - parallel . .- Decking tpc \ FRCO \\r3 Foimlok VER( 0 W3 I oimlok beff(in) = 60.99 Y bar(in) . 13.99 . Mnf(kip-ft) = 305.75 Mn (kip-ft) - . 241.91 . C(kips) 141.46 PNA(in) . . = 13.00: lLff (1114) - 54283 Iti (m4) 71975 Stud length (in) - 4.50 Stud diarn (in) 0.75 Stud Capacity (kips) Qn = 17 7 Rg - L00 Rp 0.75 77 Of studs Full = 54 Peitial 20 cuua1-20 Number of Stud Rows = 1 Percent of Full Composite Action =.27.09 -27 09 POINT LOADS (kips) Dist DL CDL RcdLL cd°o NonRL SwiLL Red% RoofL1 RLd°O PartL L 5330 511 418 667 250 000 000 00 000 O.V 200 5.330 -.3.18 -.2.59 .424 25.0 . •0.00 . .0.00 . 0.0 0.00 0.0 1.27- 15. 3.3 0 535 437 700 250 000 0.001;".00 000 00 2.10 , 15330 341 278 456 250 000 000 00 000 00 137 . LINE LOADS (k/ft) .. Load Dist DL DL I L Red% hpc PariL CII 1 0 000 0.022 0.022 0.000 --- NonR 0.000 .0 .000 20.330 0.022 0.022 0.000 SHEAR (Ultimate): May Vu (1.2DL+i..6LL) = 327 kips 1.00Vn = 94.53 kips . MOMEN rs (Ultimate) 4 Span Cond LoadConibo Mu Lb Cb Phi Phi\111 kip-ft It ii / hip-li Ccmet 1'ieCmp- I 4DL .51 .9 94 100 1.00. 090 79 37 Init DL 1 .4DL \4ax-r i.?-DL . i 6LL 151.7 81 --- --- 090 217 72 Controlling I 2DL-1 6LL 151.5 53 -- 090 191.41 REACTIONS (kxps) 4 Left Right Initial reaction 6.97 7.39 DL reaction 8.50 9.01 1 . Gravity Beam Desigfl - I I V RAM Steel 1407.01.01 .•• RAM DataBase: Carlsbad Oaks- Building A Building Code: ffiC S 1 285 Page 2/2 08/20/1508:56:16 Sleet Code: AISC 360-10 LRFD * S Left Right S S Max +LL reaction 11.44 12,16 • Max +total reaction (fiictored) 28.50 3 0. 27 , DEFLECTIONS: - Initial load (in) at 10.17 P = -0.522 LiD 467 S Live load (in) at 10.17 ft = -0.316 L/D 773 . Post Comp load (in)- at 10.17 ft = -0.358 L/D = 682 Net iota] load (in) at 10 17 ft = -0-880 L D - 277 - S .1• 5 S .5 . ;-• •,V• S • - . -- ...,. 4 . *. .- 5*'_ , • . .5.-. - .1 t • . - • 5. S S •*__' 5 5 • '5- 5 S - L I- H &AM Steel e&r, eit, and Deflection Diauaraa. 286 1:3U1Lc1fla GciO: LC S ,. Floor Tv1:e: en t.umher 172 . .. - (- 7 L3 ) 1 LC = 1.20 + 1.6L ex DL Shear 10.81 kips . S Max Shear = 30.27 kips Max Pos Moment 151. ki-ft at S.l13 ft Mu DL = 54 k-ft . Gravity Beam Des1g, 287 I RAM Steel 14.07.01.01 DB 3 W RAMI DataBase: Carlsbad Oaks-Building A -- Building Code IBC . 08.120/15 08:56:16 Steel (ode '\ISC 360-10 1. RF1) Floor Type: Mezz Beam Number = 171 SPAN INFORMATION (ft): I-End (25.00,43,16) J-'End (50.33,43.16) Beam Size (User Selected) = WI 6X26 Fy 50.0 ksi Total Beam Length (ft) ' COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label . W3 5.5" . . Concrete thickness (in) 2.50 2.50 Unit weight concrete (pci) 115.00 115.00 Pc (ksi) t 3.00 . 3.00 Decking Orientatith - parallel parallel Decking type' VERCO W3 'Formlok VERCO W3 Formiok beff(in) = 75.99 Y bar(in) . 15.78 Mnf(kip-ft) .. = 395.49 Mn (kip-ft) 336.61 C (kips) 212 19 PN (in) = 15.39 . leff(in4) $54.41 hr (in4) = 1045.48 .. . .. Stud length (in) 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = .17.7 Rg = 1.00 Rp = 0.75 o1studs: Full = 54 Partial = 15 Actual = 30 Number of Stud Rows I Percent otFull-Composite Action = 5526 POINT LOADS (hips) Dist DL CDI Redi L Red% 1\onRl StorLL Rcd% RoofLL RLd°o PaitL L . 5.000 '.5.35 . 4.37 .7.00 ''., 25.9 0.00 '0.00 0.0 0.00 0.0 2. 10 5.000 341 278 456 259 000 000 00 000 00 137 15.000 '5.43 4.44 .712 . . 25.9 . . 0.00 O.00 0.0 0.00 0.0 2.13 15000 347 282 464 259 000 000 00 000 00 139 LINE LOADS (kilt) Load Dist DL CDL LL RLd% Type Patti CU 1, 0.000 '0.026 0.026 0.000 -- NonR 0.000 0.000 25.330 0.026 0.026 0.000 0.000 0.000 SHEAR (Ultimate) Max Vu (1 2DL-rl 6LL) =36 64 kips 0 9OVn = 105.97 hips I - Sp1m Cond I oadCombo Mu (. Lb Cb Phi Phi4 Mn kip-IL it ft kip-ft Center PicCmp-v 1 4DL 85.4 15 0 100 111 0.90 12434 mit DL '. 1.4DL ' 85.4 .. 15.0 --- --- Max± "1.21)L±1.61-L " 248.3 .15.0 --- --- 0.90 302.95 Controlling 1 2DL-1 6LL 2-48.3 15.0 -- --- 0.90 302 95 REACTIONS (kips): . Left Right . ' initial reaction.. 9.02 6.04 DL reaction 10.99 7.33 I, ryij Beam DSIgn FO RAM 288 Steel 1407 01 01 Page 2'2 DataBase: Carlsbad Oaks.. Building A................... Buildirut Code: IBC 1 * 08/20/15 08:5 . Steel Code: AJSC 360-10 L Left Right Max -:LL reaction 14.65 9.62 . Max -total reaction (factored) 36.64 24.1.9 . . DEFLECTIONS: . . Initial load (in) at 12.54 ft = -0 760 L D = 400 Live load (in) at 12.54 ft . -0.435 'L/D 699 Post Comp load (in) at 12.54 ft= -0.493 . LID 616 . Net Total load (in) at .12,54.11 1 253 L D 243 - . .. ... .. . . I ' ............................................ . ..........................................................................................................................- . . .... . .................................................... . .......... . . . . . ., . . ..::,-. ., . 4 4 * - 4,,- eel r, I CT Cf ,f1 j r Euidng Code: Jiccr Type: 'iez ieam hw.her 171 Span i,nçrrnat:on (25.00,43.PLi) J-End (50.343.16) * . . .., 9 . -. .. .' J 4 . 4 . ...... _e'. -1.3 .. . I LC=12D-I-16L 3• , DL Shear i3.19ki x Shear = :-ax ?os c-mer:t 24. ciPTfC 15.000 ft. 4 . Mu DL, = 89 k4t .9, Gravily Design 90 RAM Steel 14.07.0101 . ,. RA DataBase: Carlsbad Oaks- Building A D134 .•: "- 08/20/15 08:5 - - Building Code: 1& Steel (ode AIS( 60-1() LW Floor Type: Mezz Beam Number = 170 . . . -. .. SPAN INFORMATION (it): 1-End (50.33,43.16) J-End (82:58,43.16) ' Beam sue (User Selected.) = 14X22 - 50 0 ksi Total Beam .Lcngh (fl) = 32.25 COMPOSITE PROPERTIES (Not Shored): Left - Right Deck Label W3 55 . Concrete thickness (in) 2,50 .._ 2.50 '. Unit weight concrete (pcf) 115.00 . 115.00 , . I'c (ksi) . 3.00 3.00 1" .. , • Decking Orientation parallel - paalle.1 Decking type VER.CO W3 Formiok YERCO W3 Frmlok . . beff(in) - 54.38 Y bar(in)' :' 13.70 Mnf(kip-ft) 302.32 Mn (kip-ft) C(kips) = 247.56 PNA(in), Jeff (in4) 634.58 It! (in4) . = '• 697.70 Stud length (in) = 4.50 Stud diam (in)' ' = . 0.75 Stud Capacity (kips) Qn .1.7.7 Rg 1.00 Rp = 0.75 of studs Full = 44 Putial - 17 Actual = 32 "Jurnbci of Stud Rows - 1 Pcrcnt of rLi11 (omposm. Actio'll 72.90 POINT LOADS (kips): Dist DL CDL RedLL --R d% NoaR] StoiLL Red% RofLL RLd°r Pd1tL ''S .5, '.)'.'• . . L .. - 9250 375 305 499 153 000 000 00 000 00 150 .18.500 375 3.05 . .4.99 1 " 15.3 '...O.00 ".0.00 0.0 . 0.00 0.0. '1.50 27750 375 305 499 153 000 000 00 000 00 150 LINE LO U)S (lft) Load Dist DL CDL LL Rcd''o 'l\pL Parti' C1_121 1 0000 0000 "Red 4* A.000.0.000 153°c 0.000 0000 0.500 0.018 0014 0025 0007 0000 2 0500 0018 0014 0.025 153' Red 0.0070.000 32250 0018 0014 0025 0007.0.000 3 ' 0.000 " 0.022 .0.022 " .0.000 "" ' Non.R 0.000 .0.000 . -- 32.250 0.022 0.022 0.000 , ' ' " '0.000 t " 0.000 SI IE 4R (Ultimate) Max Vu (1 2DL-rl ÔLL) =.25.01 kips JAM n = 94.-53 kips MOMENT (Ultimate):... Span Cond LoidConibo \-lu Lb Cb Phi PhiMn lop-ft ft it Center PreCmp - I 4DL 68.0 18.5 9.3- 1,07 0.90 90.58 hilt DL I 4DL 68.0 18.Z) --- --- Max- I2DL-'-1 ÔLI 2088 185 -- --- 090 251 b3 Controlling . 1.2DL-1.6LL 208.8 18.5 251.83 4 i Gray it. Beam Desigfl RAM Stud 140701 01 DaiaBae.C.ai1shad Oaks- Building A . ui1ding Code [BC REACTIONS (kips): Left Right Initial reaction 4.48 5.83 DL reaction 5.43 7.09 Max ±LL reaction 7.78 10.31 Max —toril reaction (factored) 1896 2501 DEFLECTIONS: (Camber 1) Initial load (in) at 16.29 ft = -1.521 . Live. load (in) at 16.29 ft = -0.843 '. Post Comp load (in) . at 16.29 ft = -0.946 - . . Net Total load (in) at 16.29 ft 4.466 . . 41. . ..4. - •. . . . .. . 4 4.. 4 I ............................................. .. 4 ,4. .. ......................................................... ..... + 291: , Page 2/2 08/20/15.08:56:16 Steel Code: AISC 360-10 LRFD Lii) = 254 L/D = 459 : .- L/D = 409 L/D= 264 '1. fi ,• .4' -I -. U 4 4 1 RAt4 Steel Siez.r, . 'omenz, ad Defiect.n L).aa..Laots 292 5ui1d1riçj Code: I3C .. ... Floor Type : Mezz Beam 1b-e--r= 170 -. ( - 1, ) -L - 4 LC12D+16L 'x D_ x Shear = 25.01 kips . ., ax Los Mnt kp-:: at 500 ft MuDL=71k$t Gravitim Design 293 1 RAM Steel 14.07,01.0I DataBase: Carlsbad Oaks- Building A DB 5 08./20115 08:56:16 Building Code: IBC Steel Code: AISC 360-1() [...RFD FloorTspe: Mezz Beam Number= 169 SPAN INFORMATION (ft): i-End (8238.43.16) 'J-End (103.16,43.16) Beam Size (User Selected) = W14X22 Fy 5 0. 0 k..si Total Beam Length (ft) = 20.58 .. COMPOSITE PROPERTIES (Not Shored): . . ... • Left Right Dck Label W3 5.5" Concrete thickness (in) 2.50 2.50 • Unit weight concrete (pcI) 115.00 115,00 f.. (ksi) 3.00 ).00 . Decking Orientation parallel parallel . Decking type . VER.CO W3 Formiok VERCO W3 F'ormlok beff(in) = 36.87 Ybar(in) 12.64 Mnf(kip-It) = 267.84 Mn (kip-ft) 230.78 • C (kips) .. 123.78 PNA (in) = 12.23 Jeff (in4) = . 504.53 ltr (I n4) = 620.03 :- le Stud hgth (in) = 4.50 Stud diam (in) = 0.75 . Stud Capacity (kips) Qn = 1.7.7 Rg = 1.00 Rp = 075 # of studs: Full = 43• . Partial -12 Actual 21 4u111 ber of Stud Roi s = 1 Percent of Full Composue Action = 49.50 POINT LOADS (hips): . Dist DL 'DL RcdLL Red% NonRL StoiLL Red% RoofLL Red° Part[. I I 4.750. 3.75 3.05 .4.99 1.8 . . ØØ .. 0.00 0.0 0.00 0.0 1.50-. .140u(J 375 305 499 I.S.000 000 00 000 00 150 LINE I ODS (kilt) Load Dist DL 'CDL LL Red% Tv PartL CI L I , 0000 0018 0014 0025 18°' Red 0007 0.000 F 20,580 0018 0014 0.025 000 0.000 2 0.000 0.0-)'? 0.0,)-) 0.000 - - '4onR 0.000 0.000 20580 0022 0022 0.000 0.000 0,000 SHE-tR (Ultimate) Max \ u (1 2DL-rl 6LL)-z 17 06 hips 1 00Vn =9453 hips U... • .., .4 . ...MOMETS.(Ultimate): :............ Sp'n Cond LoadCombu Mu Lb Ch Phi Phriln kip-fi ii ft kip-ft Center PicCmp- I 4DL 279 140 93 1.05 090 8845 * = , - lnitDL. .. 1.4DL 27.9 . 14.0 --- --- .. Max± L2DL+1.6LL 92.9 ....14.0 --- --- 0.90 7070 Conno1lin I 2DL--1 ÔLL 92 9 14.0 -- 0.90 207.7 0 REACTIONS (kips): Left Ri'ht •• .. Initial reaction . 3.69 3.15 • ' DL reaction 449 3.83 . C avjtam Design 294 RAM Steel 1407 01 01 1 Page 2 2 RAjfi DataBase.; Carlsbad Oaks- Building A . 08/20/15 08: L Building Code: IBC Steel Code AIS( '60-10 L Left Right - Max -LL reaction 7.30 6,16 . Max ±total reaction (factored) 17.06 ., 4 14.44 . . • DEFLECTIONS: Initial load (in) at 10.29 ft = . -0.269 LiD .917- Live load (in) at 10.') 9 ft -0211 L D 1172 Post Comp load (in) at 10.29 ft -0:234 . - L/D 1056 Net "1 ta1 load (in) at .10 29 ft - -0 503 L D - 491 f -- - - 4. .. . - * - . -4r ... ,, - • , .• .. - •4. 4 - ., 4. .. 1A4 Se1, :hea, Mo!nt, ard D±'1ect!pn Eagrims I • r4u2.icinq •odc.n. Floor T'roo: Mezz r if ormacion (ft) : , I-End (e2.58 4 43.16) j-Erd (l03.1643.]6) 1l .l.t 295 i $ J I, • .. 4, . $ 4 1 - 4 4 - .•-, . - . . - '1... • "1 -,J.Q. . LC=12D+16L 1 Mzx DL Shear .5.39 kip ' Max Sha - 17.06 k.1p3 Max PO = 92.59 kof. 14.000 ft 1 MuDL29k-ft 44.. I,'- - 4 4 --I .4 Gravity Beam Design 296 I RAM Steel 14.07.01.01 DataBase: Carlsbad Oaks- Building A DB 6 . . , 08/20115 08: Building Code: IBC Steel Cock. AISC 360-101 Floor Type: Mezz Beam Number = 201 . . .. SPAN INFORMATION (ft): ]-End (50.33,4.67) J-End (59.58,4.67) . . . Beam Size (User Selected) W12X14 . F)' 50.0ksi Total Beam Length (II) = 9.25 . '. MP (kip-ft) 72.50 . LINE LOADS (k/it): . . - .• , . Load Dist DL LL Red?/(, Type PanL 1 0.000 0.014 0.000 --- Non . .0.000 . 9.250 0.014 0.000 .0.000 : SHEAR (Ultimate): Max Vu (1.41)L) = 0.09 kips 0.90Vn = 64.26 kips : MOMENTS (Ultimate): A, . . .. Span Cond LoadCombo Mu @. Lb Cb Phi - Phi*Mn kip-ft 'ft ft . . kip-ft Center Max 1.4DL 0.2 - 4.6 ( 93 -1.14 0.90 32.51 Controlling 1.4DL 0.2 4.6, 9.3' 1.14 iO.90 . 32.51 REACTIONS (kips): Left Right ,. .. .'. DL reaction 007 007 Max -7-total reaction (Iac1oid) A.09 0.09..* DEFLECTIONS Dead load(in) at 4 ô' ft -0,001 Live load ,in1 at 4.63 ft - -0.00o tal Net To 'oad (in) at 463 ft 001 I 4r - .. . . . . ....... .. . . 297 - * - •• -- , 1 steel, Sheag Momenc , and ç.. ( . r-i1dirie Cede: Is-C . • Floor Type: Mezz seam Number = 201 Z.ct - .j ( t I ny .. / + . , I Deflecrion r7 ;VT . .iJJ..L'.LJ.JLIJ.,...[4.l LC 1.2D + 1.6L IM a c LI. S-t.:i_ - , kips Max-Shear = 0.09 kips - ix Pos Mon. = 0.21 kip...ft 4.625 ft -. Mu DL = 0.2 kft Giavth_Beam Deig. 298 FiI RAM Steel 14.07.01.01 . AM DataBase: Carlsbad Oaks-Building A 7 . . 08/20/15 O8:5 Building (odc 1BC Steel (ode /\IS( 360 10 1 W Floor Type: Mezz Beam Number 178 . - •, ., ' SPAN INFORMATION (it): 1-End (50.33,43.16) J-End (50.33.59.16) V . Beam Size (User Selected) = WI 6X26 . - V I Fy =. 50.0 ksi Total Beam Length (it) = 16.00 . •' . . V Mp (kip-ft) = 184.17 LINE LOADS(k/ft): .. . . Load Dist DL LL Red% Type PartL 1 0.000 0.186 0.258 0.0% Red .0.077 16.000 0.186 0.258 0.077 2 0.000 0.000 0.000 0.0% Red 0.000 . .. V . 0.500 0.018 0.025 0.008 ' 3 0.500 0.01$ 0.025 0.0% Red ., 0.007 16.000 0.01.8 0.025 0.007 4 0.000 0.026 0.000 --- NnR 0.000 V * V 16.000 0.026 0.000 0.000 . . ., . ... . SHEAR (Ultimate): Max Vu (1.2DL±1.6LL) . 6.92 kips 0.90Yri = 105.97 kips : V MOMENTS (Ultimate): Span Cond. LoadCombo \lu Lb Cb Ph] Pni1'Mn It It kip ft Center Max± . 1.2DL+1.6LL . 27.7 . . . 8.0 0.0 1 1.00 . 0,90 . 165.75 Controlling 1 2DL-1 6LL 27.7 8 0 00 1.00 090 165.75. .'.'REACTIONS (kips) Left Right 1 DL reaction 1.84 1.84 * - Max i LL reaction .2.94-1 2 95 Max Ttov4 reaction (f.actord) 6 90 6 92 1JEFLE(l1O\S Dead load (in) at .8 .00 tL - -0.039 L I) - 4940 V Live load (in) . . at 8.00 ft .:V..0.062 IjD.= 3087 Net Total load. (in) at 8 00 it = .-0.101 L I.) = 1900 V V V V V . V••• •'V - ,, V : Sei Sh&r, Motr:t and DfictJo. L)iagrm Luiiir:g Code: I S loot Type: Me Beam 1umbet = I73 :-: rl / • • S :.,. 5s.. • t 4--S .5. S . I-S . 7 I I I I I F I i i I N IT W H :4; - S - - • D-e-Flect i on. U. 5 .5 5- S 5S• •• • S V LC=12D+16L . 1 'x D - 2 2.... -....r-s M. ....x Crt..__ o .5,, - - S I 15' - - Max Pos ?4ome 27.69 kip-ft 8.00. ft MuDL=9k41 S • -, 5 •. 5 , ,. . - s• -, - 5 - - . - -- 299 Gravity Beam llgn . 300 RAM Steel 14.07.OLOI '. RAN Data13ae Carlsbad Oaks Budding A DB 8 08/20,15 08:5 I Building Code 113C SLl Code i\IS( 360-10 1 Floor Type: Mezz Beam Number = 173 SPAN INFORMATION (ft): i-End (50.33,21.58) i-End (50.33,43.16)' Beam Size (User Selected) = W16X26 Fy =.'50.0 ksi Total Bean Length (It) = 21.58 * - COMPOSITE PROPERTIES (Not Shored): Left' - . Right . Deck Label W3 ' 5.5 Concrete thickness (in) 2.50 . . 2.50 Unit weight concrete (pci) 115.00 .. . 115.00 : f (ksi) .3.00 '. 300 Decking Orientation perpendicular . . perpendicular Decking type VERCO W3 Formlok "•\ERCO W3 Formiok -' beff(in) = 43.43 Y bar(in) = 14:15 ' Mn'f(kip-ft) = 348.42 Mn (kip-'ft) 298.84 C (kips) = 137.84 PNA (in) 13.36 £ .leff(in4) 717.23 hr (in4) .. . 890.91 Stud length (in) 4.50 Stud diam (in). 0.75 Stud Capacity (kips) Qn = 11.2 Rg LOG Rp = 0.60 # of studs: Max = 42 " Partial= 14 Actual =21 " Number of Stud Rows = I Percent of full Composite Action 40.18 POI'\ F LOADS (kips) Dist DL 'CDL RdLL Red% I\onRL SiojLl Red% RoofLL Red°'o 1'arth L 3330 646 255 365 103 450 000 . 00 000 00 110 '.LiNE LOADS (k'ft): .•• :•. •'.• . . . Load Disi. DL CDL LL Rcd r Type, PaitL CLL 1 0,000 0018 0014 0.025 A.03% Rd 0.007 0.000 * 2830 001$ 0014 0025 , 0007 0.000 2.830 .0.018 . ..0.014 . .0.025 J0.3% '. 'Red . 0007 . 0.000 . S ", .• ' 3.330 '. 0.000 -. 0.000 . .0.000 ' . 0.000 0.000 S . . . . * .t .,t. 3 3330 -0.186 0150 0.258 103% Red 0.071 0.000 21.580 ''.0.186 .0.150 ,. '0.258 0.077 0.000 4 0.000 0.167 0.134 .....0.231 10.3% ' Red 0.069 0.000 ' ....................15$O ........0.167 .0.134 ..... 0.231 •... .........' . :0.069. 0.000 ' 5 0.000 0.026 ' 0.026 0.000 -,'N*onR 0.000 - . 0.000 2150 0026 0.026 0.000 0.000 0.000 SHEAR (Ultimate) Max .Vu u (1 2DLi-1 6LL) 31 58 kips 0 90\ n = 105.97 hips \1OM.ETS (Ultimate) Span Cond LoadCombo Mu , lb Cb Phi PhiMn kip-ft It ft kip ft Center PreCrnp+ 1,4DL 31.0 9.6 0.0 1.00 0.90 165.75 lnitDL 1.4DL 31.0 9.6 - Max + 1.2DL-i-1.6LL 119.5 '8.5 - ' -- -- ' 0.90 . .' 268.96 Controlling 1.2DL+1.611 101.0 0.90., 212.72k Gravity Beam Des.gn 301 RAtv1 Steel 14.07,01.0I Page 2/2 RAM DataBase. Cai1sbad Otks- Building A O8,20 ID 0816.16 Building Code: IBC Steel Code: A1SC 360-10 LRF'D REACTIONS (kips): Left Right Initial reaction 5.08 3.70 DL reaction 903 5.04 Max ±LL reaction . 12.96 7.62 :. . * Max ±total reaction (factored) 31.58 18.24 DEFLECTIONS: initial load (in) at 10.36 ft = -0.217 LID 1196 Li ve load (in) at 10361 - -0203 LD - 1273 Po',r Comp load (in) at 1036 ft -0250 LID = 1037 Net Totalload.().n) at 10.36 ft -0.466 LID = 555 .4.,. . -f. . - • . . .. . . . ... .. Shear, Moment,J ct_o Ja 302 Build±ng Floor Type:ieam 1wib: 273 . . - l pn ±nSomation (ft) i-Ed 150.33, 22.3) Jncc ..33,43.I) . . 4 • . c t • - - :.- - . •- ., . -4-iMill 11 it Ji l l I JJJJ ft4'f - i..- -.. -- _•4r.'_ LC=12D+16L .-. - 'p-, Manx l?cs 4or.eri: fl9.47 k E r . . MuDL=4O5kft r Gravity Beam Desigfl 303 I RAM Steel 14.07.01.01 i.E........AM DataBase: Carlsbad Oaks- Building A DB g Bu luin (od,.. IBC Steel Code: A1S( 08120115 08:56:16 3 60-10 1 RFD '. Floor Type: Mezz Beam Number 176 SPAN INFORMATION (ft): I-End (50.33,0.00) J-End (50.332I3$) H Beam Size (User Selected) W12X14 Fy 50.0 ksi Total Beam Length (ft) = 21.58 1 Cantilever on left (ft) = 467 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label - \\13 . . Concrete thickness (in) 0.00 2.50 Unit weight concrete (pcfl 0.00 115-00 . fc (ksi) 0.00 3.00 - 'Decking Orientation . parallel perpendicular . Decking type Noncomposite VERCO W3 Formiok * beff(in) 25.36 Y bar(in) 11.45 M -if (kip-ft) 160.19 Mn (kip-ft) 134.75 . C (kips) ' 86.15 PNA(in) 10.26 : • .Jeff(jn4) . = 260.89 ltr (in4) = . 324.65 • . . • . Stud 1ngth (in) = 4.50 Stud diam (in) 0.75 . Stud C p tcity (kips) Qn .17 .2 Rg = 1.00 Rp = 0.60 FF of studs Full 20 Partial 6 Actual - 1.1 Numb.r ol Stud Rows - 1 Percent of Full Composite Action 53.28 t POTI\! LO-DS (kips): Disi DL CDL RedLL RLd°,o NouRL SoiLL Redo RoofLL Red° Paiti L 0.000 007 007 LINE LOADS (k/ft): '.Load Dist DL CDL LL Rd°0 Fypc PaitL C1_1_- 0.000 0.167 0134 0231 00% Red 0.069 0.000 4670 0167 , 0134 0231 0.069 0.000 4 2 4670 0167 0134 0231 00°'u Rd 0.069 0.000 21.580 0167 0.134 0231 0.069 000() 3 0000 0014 0.014 0000 --- NonR 0.000 0.000 467() 0014 0014 0000 0,000 0,000 4 4,670 0014 0014 0000 --- \onR 0.000 0.000 . . 21.580 0.014 0.014 0.000 0.000 0.000 . . SHEAR (Ultimate) MaxVu (1 2DL-rl 6LL) 0.37 Iips 0 90Vn = 64.26 kips 'MOMENTS (Ultimate): Span Cond LoadCombo I b Cb Phi Phi"Mn : .. . 4 . . kip-ft ft ft k.ip-ft, ....f' Left .PreCmp- 1.4DL -2.7 4.7 4.7 1.00 0.90 54.90 Max - l.2DL+1.6LL -8.0 4.7 4.7 1.00 0.90 5.t9() - 'Center. PreCmp± 1.4DL • 6.1 13.9 0.0 1.00 0.90 65.25 PreCrnp- . 1.40L • -2.7 4.7 16.9 1.18 0.90 .. 13.15 . •InitDL' 1.4DL. 6.1 13.9 --- --- ,:• Gravity Beam Desi 304 IS RAIVI Steel 14,07.01.01 . Pa"e 2 2 .. DataBase: Carlsbad Oaks-Building A Ald L . ' . 08/20/15 08:5 J Building Code IBC Steel C odc AISC 360-10 1 Span Cond LoadConibo Mu Lb . Gb Phi ,Phi*Mn Max± 1.2DL.+1.61,L 23.6 13.4 --- ,-- 0.90 121.28 Max - 1 2DL-1 6L1 -8.0 4.7 16.9 2 12 0.90 _365 Controlling 1.2DL±1.6LL -8.0 4.7 16.9S 2:12 0.90 23.65 REACTIONS (kips): Left Riuht . . . . Initial reaction 2.13 1.14 DL reaction 2.57 1.39 Max ±LLreaction 4.14 2.54 . . . . .4. Max -LL reaction 0.00 -0.15 . . . Max +total reaction (factored) 9.71 5.74 . . . .' DEFLECTIONS:- Left cantilever: mit load (in) 0.052 LiD 2l40' . Pos Live load (in) -0.032 L/D = 3533 Neg Live load (in) 0.065 L/D = 1735. Pos Post Comp load (in) -0.028 L/D .. 3977 . N%-,c,, Post Comp load (in) = 0.068 LID = 1645 1'g 1ota1 load (in) = .0 .121 L1D = 930 Center span initii1 load (in) a 13 29 It -0.0, 3 LID = 2440 Live load (m) at 13 29 ft - -0 073 L D 27,, Posi. Comp load (in) at 13.29 ft "".'"-0.080 -L /D.- - 2552 Net Total Jo id 13 29 It = -0 163 L D = 12-17 t '4 -- I ... . . F..'. -4 4. 'I. -. 4, 4 ... .- .. .. . . . ....... .4.. .4 . 4. , . . . . '1 4 .. . . . . . . ,.. I . 1•' . I' •14 .4 I RANM Steel Shear, Momeni, and De±1oc±cri Diegram. 305 .i.uiJ.Qing Coo.e • Floor Type: Mezz Nu.er = L?6 • • Span informai-,-J. c. n (:_, ...-_ < ; .C)d j • :4 • - 4 - . J —.-- F 4 . 4 4 'tft ll f[fl J L . • -' . U • - UI • :t IF 4 : • • - . . • U I.. - : TI T .4. I .-=•.-- . -a-- __... L._ LC12D+16L 4 - - U c. Max MCcX Momem: .7 . 97 k.I.-.ft ar ; .. • 4 Mu DL 6.5 k-ft :. - -- l• •- ... 4 F - -. - .4 - -U • U, .4... ------ - S.. . Gravi . ty Beam Dj.gj . - 306 RAN-4 Steel 14.07.01.01 .. Datal3ase: Carlsbad Oaks- Building A DB 10 08/20/15 08:5 0 L_ -J Building Code [BC -Steel Code uSC 30-I0 L Floor Type: Mezz Beam Number = 166 -• - . . .. 5, SPAN INFORMATION (ft): ]-End (114.83,21.58) J'-End(1'14.83,31.49) , Beam Size (User Selected) = W12X14 . ', Fy = 50.0 1si Total Beam Length (ft) = 9.91 Mp(kip-tt) 72.50 LINE LOADS (kJft): ,... Load Dist DL. LL Red% Type PartL 1 0.000 0.162 0.225 0.0% Red 0.068 . . . 9.910 0.162 0.225 ' 0.068 .. * 2 0.000 0.018 0.025 0.0% Red 0.007 .. . 9.910 0.018 0.025 . 0.007.1 3 0.000 0.014 0,000 --- N'onR 0.000 9.910 0.014 0.000 '. 0.000 SHEAR (Ultimate): 1iax Vu (1 .2'DL.+l .LL) 3.73 kips 010Vn = 64.26 kips MOMENTS (Ultimate): . . Span Cond LoadCombo Mu Lb Cb- Phi i*Mn Jij)-ft . if' ft 5 kip-ft Center I 2DL-1 61 L 92 5 0 0,0 1,00 0.90 65.95 Conti ng 1,2D L—I ÔLL 9 2 5 0 0 0 1 00 0 90 65 25 REACTIONS (Lips) - Left Right- DL reaction 0.96 ..-0.96 lvla\ —LL reaction 1.61 1 61 Max-;-total reaction (tactoted) 3.73. 3 73 DEFLECTIONS: Dead load (in) at .4 ,96 ft —0.016 r 'L.-"D - 7252 Live load (in) at 4.96 ti. = -0 02 L D 4332 * Net Total load (in) at 4 9611 = -0 044 L D 2712 S. S. ,S . . .. . . - •5 .. 307 -.5 .;. .5, .• 1 j 5 . :.±RAM S i S he- a, Mc'nt., ind Defiectir Daiam bU .aing c ... - S, O _r]Q-_,_5- I-i1nd,i.... 3, )- ._.<)E n d {_-- . -- J .,•Si 5 . I iM•iifl . : 1 j .J: • . _.i_L1Li 4 / I 4. . • . p. -b - •Q3:Lt4 - - _: - - - - --- -. -'; :- i t 1. '':' • I !. i i It 711 HH1 HI II 5_ • . .. . . 5.. .,.-5 , •- '-4 - • - ... . .,,.. :. •. I.,. •' . . . . '- . . . .. • 'LC152D+1.6L -S • S - MuDL=249k4t -: . - • . . * • U .1 - , Gravity Beam Design.308 ...' RANI Steel 14.07.01.01 DB : DataBase: Carlsbad Oaks.- Building A 11'.-- T -. Building Code: IBC . ,. 08120115 08:5 -Steel Code:AIS( 360-10 LW Floor Type Mezz Beam Number = 167 .•- : . - SPAIN INFORMATION (ft): 1-End (114.83,-O.0O) J-End (114.83,21.58) Beam SI7 \\C (User Selected) - 12X14 %= 500 ks Total Beam Length (ft) = 21.58 . I COMPOSITE PROPERTIES (Not Shored): Left%, Right . . Deck Label W3 . . .- . . 5.5w Concrete thickness (in) 2 50 2 cØ I L Unit weight concrete (pcI) 1 15.00 -. 115.00 f (ksi) 3.00 .. .. 3.00 . Decking Orientation perpendicular perpendicular . . . Decking type VERCO \-V3 Formiok VERCO W3 Foim1ok beff(in) = 38.37 Y bar(in) 12.47 Mnf(kip-ft) = 180.04 Mn (kip-ft), 136.37 . C (kips) = 86.15 PNA (in) . . 10.26 Jeff (in4) 269.14 lrr(in4) . .' =. 369.13 . Stud length (in) 4.50 Stud diam (in) = 0.75 ' Stud CapaLlt\ (kips) Qn = .17 .2 Rg = 1.00 Rp ='0:60 . . - TT of studs: Max = 21 Partial = 8 Actual I 1-, - .. . Number of Stud Rows= 1 Peicent of Full Composite Action= 41.42 LINE. LOADS (k/ft): . . . . .. I . . . . Load Dii DL (DL LI. Rd° fvpe PanL CIA. 1 0.000 0162 0131 0225 00% . Red 0,068 0.000 21580 0162 0131 0225 0.000 .0.068 , 2 0.000 0018 0014 0.025 00°c Red 0.007 0.000 21580 0018 0014 0.025 0007 0000 3 0.000 0014 0.014 0000 --- \onR 0000 0000 21.580 0.014 0.014 0.000 .0.000 ., 0.000 'SHEAR (Ultimate) Max \ u (1 21)1 +1 6LL) 8.12 hips 0 9OVn 64 26 hips '.MOMENTS (Ultimate) Spm Loud LotdCombo Mu -"!..Lb Lb Phi 1Thi 'Mn kip-ft it ft kip-ft Cntei rem enter I 4DL 13.0 lo .s. "010 1.00 0.90 ' 65.25 JwtDL I4DL .130 lOS -.-- -- - Max+ 1 2D1'16iL . 4 3. 8 . 10.8 . --- --- 0.90 122.74 Controlling 1.LL.... 438 10.8: - 12274 REACTIONS (hips) Left Right Initial reaction 1.72 1 72 DL reaction 2.09 2.09 . - .. . Max --LL reaction 3.51 3.51 -, . . : Max -total reaction (factored) 8.12 8.12 .4 Gravityam Des RAM Steel 14.0L0I 01 DataBase: Carlsbad Oaks- Building A Building Code: mc 309 Page 2/2 08/20/15 08:56:16 Steel Code: AISC 360-10 LRFD , DEFLECTIONS: Initial load (in) at 10.79 ft -0.302 LID = 857 Live load (in) at 10.79 ft -0.203 LID = 1274 Post Comp load (in) at 10.79 ft = -0.225 LID 1151 Net TotaI.lod(in) . 10.7fl • 4527 Lii) = 491 : - .•. . : • • . . . .. * • - . - . .. • I.. . • . . 4 2 2 2 • •• •• ••• ••• •• • f • . . . - . .. u 310 Cc. Floor Type: Mezz . J3em Number i67 . • ••• • • - - LC1:20+1.6L Max • D. Shear = 2. kp Shear = 8.1.2 k ips -M-ax Pos Moment = 43.63 <ip-fr MuDL13.5kft tha'It'eam.Des1gj 3 11, RAM Steel 14.07.01.01 IRAM!DataBase; Carlsbad Oaks- BuUdingA DB 12 Building Code: IBC Steel Code AISC 08.120/1508:56:16 360-10 LRFD . Floor Type: Mezz Ream Number = 184 SPAN INFORMATION (ft): I-End (10.00,24.91) J-End (10.00,43.16) Beam Sie (User Selected) -W12X14 Fy = 50.0 ksi Foid Beam Length (ft) 18.25 'COMPOSITE PROPERTIES (Not Shored): . Left . Right : , . Deck Label . \\13 5.5" Concrete thickness (in) . . 2.50 2.50 - Unit weight concrete (pcf,) 1. 15.00 115.00 f (ksi) . . 3.00 3.00 Dcking Orienution . perpendicular perpendicular 1)e.cking type . VERCO W3 Formlok VERC() W3 Formiok bLff(m) = 5475 Y bar(in) = 1326 • Mnf(kip-ft) . 185.55 Mn (kip-ft) = 127.24 C(kips) . . 68.92 PNA(in) = 9.40 leff (in4) . = 270.29 ltr (in4) 404.24 . . Stud length (in) . = . 4.50 Stud diam (in) . 0.75 . Stud Capacity (kips) Qu = 17.2 Rg 1.00 Rp = 0.60 . # of studs: Max = 18 .. Partial S Actual =9 .•, •4 . .. Number of Stud Ro = I Percent of Full Cornpos.it ALuon 33 13 . LINE LOADS (k/ft), Load Dist DL CDL LL Red°'o Type Pant CLL 1 0.000 0-180 0.145 0250 00 Red 0.075 0000 15.250 . .0.145 0.250 1 ,0.1S0 0.075 0.000 .. 2 15250 0.096 0.077 0.133 .-.0,0% Red 0,040 0,000 18250, 0096.0.077 0133 0,040 0000 : '10.000 0.180 ...0.145 . .0,250 0.0% Red 0.075 0.000 '.. 18 .250 0180 0145 0.250 0.075 0.000 4 0.000 0014 0.014 0.000 --- NonR 0.000 0.000 - 18.250 0.014 0.014 0.000 0.000 0.000 - SHE tR Ultitn;te) Max u (1 2DL-'-1 6LL) 13 50 kips 0 90Vn = 64.26 lups . \1O\IENTS (Ultimate) :*. Span Cond LoadCombo Mu Lb Cb Phi Phi*Mn lup-ft Ii ft kip-It -Cent i PrCmp-i- I 4DL -171.5 -.9.1 0.0 1.00 0.90 .65.25 , - - 1nit DL 1 4DL 17.5 9.1. ' \lax r I 2DL-1 OIL 612 91 --- -- 090 11452 Conriolliig I2DL-IoLL 612 91 --- --- 090 11452 REtCT1OS (kips) t i.,e ft Right 1riitialréation . . . 2.76 , 2.59 . DL reaction 3.39 3.18 • Max -i-LLreaction 5.89 5.51 Max +total reaction (factored) 13.50 12.64 . . . 4 . . : . • t. Vt r • ø V. V• VJ • • :' ' - •• • V. I. RAM Steel Si&ar, Moniert, ar-d eciicn )ick grar Eu:ilthn• Code: fl3C 'S • Floo Type :' Mezz • = 184 • • :• I1 Sf ----C - V TTrri-j± - . IV - - •, V 'V - V V 5- V •• r If --1, V V V• V V V V" 'V LJ—rT rflTh!hJ T]l j ' 1 I V•' 'V VV ' - 'V VV"VVV' -. LC ='1.2D + 1.6L V. ::' -Shear :1 : - Mu DL =18.5 k-it 0S•• . . . . . : .' I GavTtv Beam Dsig 314 RAM SLel 14070101 DataBase: Carlsbad Oaks-Building RAM A 08/20/1512:DB 13 0* J Building Code IBC Steel Code k1SC 60-10 LW Floor Type: Mzz Beam Number 217 SPAN INFORMATION (ft): 1-End (164.33,43.16) J-End (164.33,58.16) Beam Size (User Selected) - \\' I 6X26 Fy = 50.0 k' Total Beam Length (ft) = 15.00 Mp (kip-ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorL.L R.ed%, RoofLL, Red% Parti.. 2.000 007 1 LINE LOADS (k/ft): :. .. Load Dist DL. LL Red% Type PartL . . . $ 1 0.000 0.018 0.025 0.0% Red 0.007 . . 4 :. 15.000 0.018 0.025 0.007 . .4 2 0.000 0.171 0.237 0.0% : Red 0.071 15.000 0.171 0,237 . -..• 0.071 : 3 0.000 0.026 0.000 - NoiiR 0.000 15.000 0.026 0.000 SHEAR (Ultimate): Max Vu (i.2DL+1.6LL) 6.10 kips' 0.90Vn 105.97 kips . MOMENTS (Ultimate Span Cond Lo.dCornbo Mu Lb . (b Phi Phri\1n lup-ti ft ft kip-ft Center Max - I 2DL-1 6LL 22 7 7 5.. 0 0 1.00" 090 105.75 Coiitrollmg I DL-r 1 6]. L 22 7 7 5 0.0 1 00 0.90 165.75 REACTIONS (kips) Left Right . DLieacnon 1.67 1.62 Max -i-1 .L reaction ..:-.56 2 56 * Max -total reaction j ttored, .....6.10 6,04. DEFLECTIONS: Dead load (in) at 7.50 ft - -0 02 8 'L,D 6329 Live load tin) tt -7.5( TE = -0045 L,D - 4042 Net Total load (in) at 7.50 ft -0:073 L,D - 2467 . .. . ........4.. 4' 4'. . . .• - . - RAM S1 S~ar,Monerc, and Dei1ecton Digrans , •.•*4 • Floor 'T y Bcam Nimbr = 217 .S" an n 2c t.in ('ft) 1-End (164.33.43.16) J-End 164.33,53.16) - -.4, . • - - - - .- - • -4., - - - . . . • -•- - LC12D+16L D I Shear 2,01 kips 4a:-Si-.ar = 6.09 kips - My0s Mom =. 22.70 kiD--ft a': L485 -.4 - ..•- MuDL7.4k-ft ' -..•: ''. .• ., 5 -.. 315 4, 4'. I. 5. 4 Gravity Beam Design 316 IR.A%14 Steel 14.07.01.01 lAM' DataBase: Carlsbad Oaks- Building A DB 14 '. ..•.. 08120/15 12A _ Rwldmg Code IBC Steel Code: JSC 360-10 Floor Type: Mcii Beam Number = 208 SPAN INFORMATION (ft): 1-End (234.66,43.16) J-End (264.33,43i6) . ... . Beam Size (User Selected) \V14X22 Fv = 50.0 ksi Total Beam Length (ft) 19.67 ., T\.lp (kip-ft) 138 33 POINT LOADS (kips): - . , : •' Dist DL. Redl.1 Red% NonRLL StorLL Red%, RoofLL Red% PariL 9.835 2.82 3.69 0.0 0.00 0.00 0.0 0.00 ' 0.0 LINE LOADS (k/ft): .' .., .. ... Load Dist DL LL Red% Type PartL - 1 0.000 0.022 0.000 --- NonR 0.000 19.670 0022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6L1.)=5.79 kips 1.00Vn=94.53 kips . MOMENTS (Ultimate): . Span Cond LoadCoinbo Mu 'Lb C Phi Phi*Mn kip-ft ft ft .. . kip-ft Center Max-r .. i.2DL±1.6LL .55.6 . ,.9,8 9.8 1.66 '0.90 124,50 Coitro1lmg 1 2DL-1 6LL 55t6 9.8 9.8 1.66 0.90 12 4_5 0 REACTIONS (kips). ..... . .. Left . Right, . . DL icaition 1.6' 1 63 Max - LL reaction 2 40 2.4.0 Max -total reaction (factored) 5 79 5 79 I .....'DEFLECTIONS:I Dead load (in) at 9.84 ft - -0 147 1 D = 1608 Lie load (in) at .9 .84 n -0 228- L D - 1037 Net fotal load (in) at 9.84 ft = -0 374 I L [) 630 * - I * •1 2 ...... ... ............. ........... 1' •• . . ' . . . . . .. ' I . •• . . . ,I. 1 I I S I I .1 . Shcar 4 6 I 11 Hit - t '-I . - - - - H ' - - .4 -4 - .- 9 . "Moment • 6 H - ? - Def1ecron I I l I lIl.4IlI1JJjI Er HLii -3 --LC=t2D+t6L .• ...- x Max Shear. 5.79 kip Mx ?c s Moment = 55 65 ki.p-ft t Mu DL= 18k4t 9; I. - I - -t * RAM Sti Se, MorLrlL, and Defl.Ec.iQn iigraid . 18u11d±nq Code. I1C Type.00r, Typ: Mzz -Bimie - 208 . 'rP fl (ft. : 1-El-Ed (244,66,43.16) 3-End 264..33 43.16) 317 Gravity BernDes1gj 318 l ilt RAM S1eJ '14.07.01.01 RAN DataBase: Carlsbad Oaks- Building A DB 15 08120/15 12:0 Budding Code IBC Steel (ode AIS( 60 -101- Floor Type: Mezz Beam Number 231 SPAN INFORMATION (ft): I-End (264.33,66.83) J-E.nd.(264.33,80.00) .. Beam Size (User Selected) =- \\ I 6X26 = 50 0 ki Total Beam Length (ft) = 13.17 . . . . Mp (kip-1-1) = 184.17 LINE LOADS (k/ft): . .4 ..-. . . . . Load Dist DL LL Red% Type partl,., 1 0.000 0.018 0.025 0.0% Red 0.007 . . . 13.17() 0.018 0.025 0.007 . .. . 2 0.000 0.176 0.244 0.0% Red 0.073 . 13.170 0.176 0.244 0.073 . 3 0.000 0.026 0.000 --- NonR 0.000; .. . 13.170 0.026 0.000 0.000• . . SHEAR (Ultimate)- MaxVu (1.2DL+1.6LL) 5.42 kips 0.90Vn 105.97 kips MOMENTS (Ultimate): . .. Span Cond . .LoadCombo Mu . .Lb .. . cb Phi Phi*Mn kip-ft ft . ft . kip-ft Center Max + . 1.2DL-rl.6LL. .17.8 6.6 P.O 1.00 0.90 165.75 Controlling 1 2DL--1 6LL 17 S 6 6 0 0 1 00 0 90 165,75 R.E4cr1oNs (kaps) 4 Left Right . •. . DL reaction •. 1.45 . 1.45 . .. . .. Max --LL reaction 2 30 2 30 Max -rtott1 ieacuoi (1actord 5 Al 5 42 DEFLECTIONS: Dctd load in) at 659fi - -0017 LD - 9279 1e load (in) at 6.59 ft '4027 1_0 5833 No TOW. 1oad(m) 659 ft = .0044 LID = 3582 . . .•.. .. 1 .4 4 .......... .... ... . . .....•. •••. .... $. . I •. - .., 4. - '• - .•. ...... ...........................................4•4 ....... 4. , . ..;.,'- .,.. , 4. 3 riSteel Shear, L'oirent., and DLecL. ion .D.tara .5' : ioor Type MI. e z Eat Number 231 Sp infc.r (ft) 1-End (264.33, 66 83) s-End (264.33,80.00) S 4 US.. Mcmén 4 .. LC=12D+16L M DL Shear= 1.74 kijz Max Sha= 5.42 ki.PS - iX Pc Mornnt. 1'.83 Mu DL 5.7 k-ft 4.. - 5 -4 Gravity Beaffi Design 320 I V RAM Steel 14.07.01.01 . . DaiaBase: Carlsbad Oaks- Building A DB1 08/20115 12:( AISC LW Building Code: IBC Sk.cI '60-10 Code Floor Type: Mezz Beam Number = 238 . . .. SPAN INFORMATION (ft): 1-End (34438,64.75) i-End (364.33,64.75) Beam Size (User Selected) = W]-,71X22 Fy 50.0 ksi Total Beam Length (fl) = 19.75 . .; Mp(kip-i() = 13833 - 'S POINT LOADS (kips): . . . .v .. ....'. Dist DL RedLL. Red% NonR.LI... StorLL Recl% R.00fLL Red% PartL 9.875 2.88 3.76 0.0 0.00 0.00 .0.0 -0:00 .0.0 LINE LOADS (klft): . ., Load Dist Dl. LL Red% Type ., PartL. . . ,• . 0;000 0.022 0.000 --- NonR ... 0.000 19.750 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.90 kips . LOOVn 9433 kips \4OME IS (Lltlrn4tc) Span Cond .LoadCombo Mu @ . ':Lb Cb Phi Phi*ivi n .kip-ft ft . ft .. . ., kip--ft Center Max+ l.2DL-i-1.6L1. .57.0 . . 9.9 9.9 1,66 0.90 124.50 Controlling 1 2DL-1 6LL 57..Q..9.9 9.9 1.66 0.90 124.50 REACTIONS (kips) Left Right DL reaction 1 66 1.66 Max —LL reaction ...2.45 2.4 Max —total reaction (factored) 5 90 .5.90. DEFLECTIONS: Dead load (in) at 987 ft - , -0151 L1D 1565 Live load (in) at 9.87 ft = -0 235 'L D 1008 Net I ot.il 'oad (in) at 987 It .....I.-A.387 L D 613 0 • . . . ... ... ....,.- .: .; '.... . ............ . .. . . . . ......,'... 1. .• . ) . .. . ................................ . ••L . .. . . • . .. ,,• • . .., 00 McrrtnL, and De -3 D.Lagrari ' n Code. thC .. Fioo Type: Mez z Beam Nurcbez 436 (f ' ' 7) .C 64 S -6 4 ., - - r • ?,10,n.r, 4Th F 4 - 'S L).eCt1Ofl __ 1 ill I -- - L LC12D+16L 4 I s- e r = - Max Se = 5.90 kips * .e.1;< Marnen. = 57.C,i kj:.—fL cit. 9.E?5 ft .MDL=18.3k-ft 321 I, I Gravity Beam Desgii Fill 322 RAM Stcel 14.07.01.01 4 DaiaBasc Cai Isbad Oaks- Building A F Buildi ng Code IBC 08/3 1 15 16 DB I \1SC 360-10 LW Site) Cod'.. Floor Type: Mezz Beam Number 265 SPAN INFORMATION (ft): I-End (364.33,86.33) J-End(3643395,33) .-• Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) - 9.00 MP (kip-ft) = 184:17 LINE LOADS (k/it) Load Dist DL LL Red% Type PartL -•" 0.000 0.018 0.025 0.0% Red 0.007 . .' 9.000 0.018 0.025 0.008 - 2 0.000 0.180 0.250. 0.0% Red 0.075 9.000 0.180 0.250 0.075 3 0.000 0.026 0.000 --- N6nR 0.000 9.000 0.026 0.000 0.000 -• ..., - . - SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) 3.78 kips'O.9OVn = 105.7 kips MOMENTS (Ultimate): .. . . . - Span Cond LoadConibo Mu Lb Cb Phi ;phi*Mn kip-'ft .ft ft kip-ft Center Max - I 2D1 —1 61-L 8.5 45 00 1,00 090 165.75 Controlling 1_2D.L—ii 1 6LL R. 5 4 5 0.0 1.00 0.90 165 .75 RE ACTIONS (kips): Left Right DI. reaction 1.01 1 01 1 J\lax —LLiaction 161 161.A. Max -total reaction (IaClOILd) 3 78 3.78- DEFLECTIONS: Dc-id load (in) at '4.50 ft -0.604 LD - 28492 Live load (ifl) at 450 ft - -0006 LI) 17863 \t Total load (in) ai 4 50 It —0,010 L D 10980 : :: : no Deflecc;n * ..- ihiing Code: i1C low: Type: Mezz Ee. NuJ - 2G5 I (iL.Ci t--) l - E- j (6 4 3 3 8.6 - 0 t 1. ,. NQrnent LC=12D+16L M\ IT E:-ie - - '-S Mx shrr 3.78 kip - Mu DL 27 k-ft 323 / - - - -, 4 4 c. 0 • . . . 0 • WSMAN + ROHY 324 ___________ . . . STRUCTURAL ENGINEERS • . : .. • . BY /' DATE PROJECT /I) SHEET NO JOB NO . (4c4 t/ti •.Jd 0• •0 • ........... . I I . •., •: •. o' - : •• .. ... ,. . 0 0 0 0 . . . .0. •0 H I ••••••• .•• T ........ 1 t" M - . * ? i;- = . :. •0 • 0 L. .. : 325 I WISEMAN+ROHY STRUCTURAL ENGINEERS PROJECT: Carlsbad Oaks BOLTED DRAG BEAM CONNECTION'---- LOCATION: Bldg A L Version 1.0(11/2013) JOB NO: 15-014 8/31/2015 17:16:42 Load Case: (1.2~0.2 SDS)DL f1 LL + 00 Q = (1.35)DL + (0.5)FLL + (2.5)QE SD5 0.750 f= Os 4 0= 25 4 SRS = ,J[(i 2 + 0 2S1 )DL +f1LL]2 + {fl0Q.]2 GRID LINES BEAM SIZE DL (kips) LI. (kips) no qc (kips) SRSS (kips) ALLOWABLE (# rows) (kips) 08 1 W16x26 7 10.3 50.5 52.6 1 58.8 082 W14x22 9 12.2 7.6 19.8 1 44.1 DB 3 W16x26 11 14.7 7.6 23.5. 1 58.8 DBI W1422 7.1 10.3 28 31.6 1 44.1 08 5' W14x22 4.5 73 28 29.6 1 44.1 086 W12x14 0.1 . 0.1 14 14.0 1 44.1 ' 08 7 W16x26 1.9 3 -44 44.2 1 58.8 DB 8 W16x26 9.1 13 40 44.2 1 58.8 DB 9 W12x24 2.5 4.2 17.5 18.4 1 44.1 08 10 W12x14 1 1.5 44 44.1 1 44.1 - 08 11 W12x14 2.1 3.5 31 31.3 1 44.1 DB 12 W12xi4 3.4 5.9 32 - 32.9 1 44.1 .68 113" W16x26 1.7 2.6 51.8 51.9 1 58.8 08 14 W14x22 1.6 2.4 87.5 87.6 2 88.2 DB 14.2 ,W12x14 0.1 . 0 . 23.7 23.7 1 44.1 DB 15 W16x26 .1.5 2.3 51.8 51.9 1 58.8 DB 16 W14x22 1.7 2.5 81 81.1 2 88.2 DB 16.2 W1422 0.1 0 17.2 17.2 1 44.1 DB 17 W16x26 1 ,6 -' 26.3 26.4 1 58.8 0818 W16x26 0.13 0 •. 110.5 110.5 2 117.6 DB 18.2 ' W16x26 , 0,13 -' 0 71.5 71.5 2 117.6 08 18.3 W16x26 0.13 0 '•'- 3,5 32.5 1 58.8 0.0 no good 0.0 0.0 no good 0.0 Notes: : •- - ................................checks beam web tear-out, plate & bolts Use 1.0 for i if LL> 100 or assembly or parking otherwise use 0.5 - • ISC14A.N3ROUY Structural Engineers 1-13.741K I r1j.l COMPOSITE BEAM Will! DRAG FORCES p, - APL 55:1 Th1.No' t:l.Oi,; Composite Drag Beam Design (Checks Special Seismic Equation) Load Case: (1.2 + 0.2 S05)DL + 0.5 ELL + CIE 1'yc (II) ksi .0,52.02 (IclO 0L7r02,. 1.2 Ohio 13,91,1 1(1 291330 14,1 3oeeCos1.E.1) LI 1153201'" (15 ,115!5,tc 24.911 IN PIll . - - From IlornOleci Beam Output: Beall b1r1 Sim I oilli (1( 0I1lI4I(L)(111 fealu6l (I) - s, 10 Hr(k,t) 1(311211 (I1 ( (ua,( b i L1u 1 4 11 r(lip 1(1.133 Ii L'u .1 Yb I " ' (cilflpssl33) 17(1 I W1c.2o 25:32 3(1.33 3/.111) 11111.75 f t '(7.5(1 49111 02'1.26 131.411 25.231 515.50 .13(10 f3cjb 273 142 031 2 7/1.1,22 35:13 2(1.3(1 11 241111 1112.03; 49.913 01.213 99.13 53.31) 31221 7(10 7111 7211 5.13 14 131311 1042) 25.33 21,3:1. 3 oo.00 2'(U.57: 74.17 1(3(90 (15:11(11 1 55. 12 3011 7.53) 303 11(15 11535 (3134 -.ti 1 3/522 :2.2s 0 71 110 21(1I.l1I) 55.17 110.25 137.05 (47.1W 11 11(1 211612 1222 0322 :15 9103 :911,2:' 32.5(1 2(1.50 13 29131: 934111 24.17 60522 51113:1 (14.50 (1'!)) 21". 00 1033 32 73 5 31 1305 12(14 (31(8 1\'1332(l 21.011 71 /)(1 631.14) 1213.00 33.713 19.09 013:41 02.31 10. Ni 4012(1 232) 34)0 7111 1 142 0339 0212,14 23.1.2 21.5(1 0 5.53. 2.02 5.42 10.1.14 21.1(3 22.1(8 7.115 ¶7.52 123 3213 :2(31 1122 350311 1113,1.1 21.5(1 73.7313 II 13.531 .44.55 1(25 )9j?33 40.22 4.381 12.15 51.07 :22 :371; 2.70 :12 (313 12 Wi2x4 'I If 1(1.95 4 13.511 -011)1) 12.42 36403 -.41 25 37.49 1:3.50 32.1)11 315 6335 270 13.2 0.011 0210 11.011 )I1/A ilo,,rn SI6O locw;ni DO I 3216126 (3352 3214672 (2(33 3216,29 0(1 11 321 66)2 112192 3214423 1)122(3 0133 1Il'12x11 9311 321:-oil 00112 3212,1(1 (SENDING: .2'l'paLl 11106. 1 (((3 L. ((I'j Co;?p021 :1.013 13.21 Coilpacl 3.67 10.43 010196113 3.66 13.23 00791111 3.07 . 1223 Cun;par.I 11.117 19.43 (:074,0111 :1.01? 11:10 Cov.96111 2.012 7.73 0131119021 2.1313 7.73 Co;epar,I 2.60 7.7:1 4342/3 01341/3 9731/3 74. (k-in) Yleklisg Allowable fuud(nq F (1.51) (or Co,,,14na,ion LlterOl. '103216,171 Iour.(3In5 wllh COIIIPIO$9)93!,_ 1.1., (11:) A' LO"'AIhLI' 111(4(5.0(1 271(1.0 3371 372.7 33.1 27.116, 1111113.0 12.77 35811 213.0 28.91 2210.0 3373 772.7 23.1 27.05 1(191)43 (1.83 1117.1? (1211 14,112 1315(143 12.3:' 352.11 '/.1)6 213.412 :1.1111.1: 12.17 41111.4 311.0 :35.09 (1101.0 , 7.36 106.6 049 ((711.0 7.313 11111.33 (LI) 1170.0 431-3 133.5 Ii.) (0.01 (1731/3 1.354) (IN/A (lI'J'A 4344) 1., 3301, flange ), (in') bc(Iss, .. Of 2.350. (11101307) . . 1 Compression? - (VII COLICIlI 1L4)fl0 Stress 57.97 27.20 1 11.538 215(33 4:1.81 26.20 1.16 25.13 0(1.0? 31,51 5.933 :31553 49.18 211.134 4.31 132.1)2 1(309 .1.21 14112 20.13 16.04 21.04 10.033 "21 0.70 341111 21437 -15 16.17 23.52 1/3....5 23.82 1.13(1 1122(3 ('Nit? ON:!1 734/11 01144) - Beam. iz.-:t AXIAl.: ~ me.- Compression: 343 (AISC Soclion 0?) Slender 1 3I (... 0 3 I (/3-1 - . 31 ( opI I,) - Cl 0 1. (7 I (I ... 901 7L 1042i . Slvcicle, . 413.56 - (1.90 121.4 1.0(19 . 42.1 "(11.13 (2.153)3 111(333 .. 37.9 . 20112 2(12.2 (7132 491.1427 S3~rdr . 4.1.11.1 - 0.331 .. 147.8 .1.31)5 .63.4'• . " ' 11.51' 01203 0(3.1133. 7(1.7 , 25711 • 232.1 03' ...t1I3v231 . . 413.736 ((.0(3 s' 033'( (.114)1) . 42.1 '( 111.6 - 0.009 - 0.8313 27.13 - 31 3(337 (71(4 '/3'4o22 . 54er.doe - - 69.313? "1. 50 • (7.0?) - /311.? °, • .001) '-k. . .399 ' " ,'.,,, 10.4 ' (1.1(33 -. , ' 0.1(73 35.4 217.1 19311 .1)1)5 32(4,22 l0ecl,c . (3:3)13 (.14.0 'LOX) • 13.2 . 0.13 - (51(04 " 0.1024, 28.11' , 257.2 /31(1 DOS 90(32,2(3 133214,-! 41.3? 0.511 • 107.3 .11(4)'' 44.1 10.4 0.377 ((.877 .39.3 501.7 . 2716 0013 2/ lrlr II 53-1 1.1.0 31 10) .3(17 .-..- 8.6 1312 1113? '3- 1 1 ,l (I 1 015 111 1u,,,ion: P" ii-'• ALLO'/3AI(L() - Q'P,, (14 :1114.11 ' $40.0 293.1 3649 :3-15.11 .324.2 ..' 202.1 324.5 2132.1 384.0 ' $45.9 23(0.11' - - 1.572 l 8n055r .-033 0.10 2813.0 I - 107.2 432/I 1311/A 2 . 0.802 ,212.$ .151.2 (211.1 (3(3 12 '/1 17v14 1/15111(51 47,437 . ((((0,127.6 113)113 4743 5 73 934A 5(41/3 - 0.11(1 . VIVA (1(44) 1' i'i, 5(1/!. 71111/3 (114//I .0 31111/3 . 114A 11.1'!, _____ -- -. .1 , K?. r I V 3014 116 5.10, /3)3 6.31.131(1-63:113 .231 $11 II1I1"c 7113: 11)4 DIICI' 471 111 ('10(141 In II "314.01,01 '21(31 liv' III. 11111 1(7diaphragm /Il Wb III? * (.3: (.1(1 0 locatllln 13202' 5(32 (344 1 321Q4211 111102 3214o77 1 32111n211 15.1 3214,22 11(32 4)14,22 0(1',) 32162f3 - 7(5(1' 7Ll'4314 :3(111 'fl1214 DII 12 3212114 - 3) LI 7(15<: (11.1 . l'1317s1(1Il( & 000l7rossi01 - (III? FIpn5e At. I.049/II)LE ri,7 w lu',.i-, (1.113:1 . l.e,,si(3II .21113.00 . 0.4(1(1 0.1)11 0.3332 - l'vsior. ' 7113.00 0.440 0.413 0.025 Tenin - :131:3130 3:1(12 33.143 13131131111 - ,. 202.00 0.1417 - . - 0.1.0 5.131 - ,11erll-31 - . 31113.330 (3.230 ' ((.31) 0.14? 10713031 .. 295330 - 0:347 - (1.42 -- 11.12(7 1erIur,1, 121.60 -. 11.31(7 11.25 0228 Tnr.s30n 12:1.60 - (1.302 ' 0.5'l 131673201 1(5.09 0.4109 (3.314 ?1141A (1141A.ONA ' 014/A a ' - Check ' . tncp.racilon 0)3 (1.513 OX . 11.40 034 13.52,, OK 11.350 .0(4 11:10 01< ' " 0335 014 ' 0213 03< - 0.54 OK I 13.11.6 'IiNIA 11(41/3 Notes: 17 3(1f30455 (we L4 1,210, (74 1.11112 p132(15015131)13: 011ombI,43 Sft8nqlI, (L fl F DILeonl n,4017:111101911,7rn Ololni 50l!y$( ' 73050 1.111$llr,01vali02) 2) 343)4,35th Levof 5161316(1)2 152cr, (wi, r4A515173 (TI. (309:'I . , 5) Assi,nw,s CC;I(1574:l :31611s,'s 1911)141)11,1514 000-cOwpacl 01IIIiiOIIS) 1(1 91114331 111102Cr. ((-132450132771553(17 In 1301(1,11 (1513.3411122/351 c 130(33232,31 23 551430150 161 %o12I IS I1IrczI9ll 11631,1 . * , - CI , (3)03011061 ScIiofls 01(10 Usc, (or /311361 , ;• Selood 0345101(01773011131 A'SC 265.0502.1.13. 1),,lol 92o1 n31lhco-l. 1k., 51,rllt rL 1:30 t (w Corn. 0") (823(51:1: Co:101,,d Wk- ;-di.": 7.0 a:iio'.. O11. A • - 7 . Job N 15.014 .... .•, . ..• Load Case; (0.9 - 0.2 SDS)DL + QE t -. - 9ii- 0.3i (:jc); (1 4 ,.,,,..r,ji,,, - * WISF.OIAN+RQNY Sl,ict,t,aI 6nj1noei's - COMPO5ITE BEAM WITH DRAG I'ORCIIS - . APRU.2811 Composite Drag Beam Design'(Checks Special Seismic Equation) . - 15- 280017 50 - ;-o.:'so ........(0=151 :1 LIT. . Fi'oo, Ro,t,703e1 01Arn Oo(po0 Will 1:13.!UL (lçfl (Al)) 1 &(i.7 r 005 I I C '(I CII.?? ) 11(1371117 yl' (1 1 1 (III? 0 l"Dzoreal,..)D' A RI.? 4o (( (7 .5 tilt O it) 7 (lW1 ' 6? ((k( 12(31 Y'11,020 75.33 25.53 I 6 57,00 109.71' 47.51' 3:150 - 6,os 2726 so.00 77:4 4.2 4)13? 0014722 20.33 21'..53 11 54.4)5? 152.00 33.13) 27.310 5.0(1 1 50 703) • 7)14) 503 14 17733 17(3.1 W1i5o20 '/5.33 '233) - 25.33 - 7375 Cl (3 05.4)0 - 7)4))) 249.15?? 2-1, 17 ç3513S 1,3.30 110110 3.15?) ?.50 :372 . (1315 ' '15)? C43 3, W1422 .37.56 . - 53 25.7(1 25050 03.07 5917 '4.1,17 35826 52.15 33.12 '120 78.05? :61' (13)10? (YV 12.7 1)138 W13621) 21.531 21.743 7) .41311 120.0151 27.27 43121 . 1.21) 2(1 05? 2011 6711 1305 '.12.04 (70 01 W1204 21511 21338 6 11.50 24.00 '1577 6,01) 411,03) 269 0001 716 '14.5 01( 11 Y612.11 21.031 . 212.4) .. (I . 13.50 •. 44.117 - 5143 11.20 12.61 '4353 13.1:1 28.031 2.0:) 12.4(1 17.53) 61.00) '1 ''43 s:'s '1711 261 370 ' . l's 171313 0(12.11 18.23, 1ti.2C 01 1(3.50 51.50 134:: 27.00 5(734 17.111) :12(10) 1031 .1711 "71' :12.5 -35 1) 0 0 (1 (1.07 1)410 13.191 7.61) .151'S/A 0.03 11.71) 11 11 1) (1 I'.rnrn 1017)) :.Q1111lC1fl (151 W1?1o31) 31)2 0014422 :5133 15115x215 :5(54 Wi'1o22 170 5 001.12) (1(133 W15423) (5130 W37O14 17011 4012o14 36312 W,.214 C (I 10 (1 *40 181 11' 0073731'.l non. (1071:9157 (707304; 3.1511 31.23 (17104)501 53',) 10.43 Conlpm4 5150 11.21 C4r.73151 3017 10.43 011195i15 3.717 10.45 5,003 11:33 (:0017611) 2.06 7.73 (11131(14111 2.6(1 7.73 (101114)53 2.0(1 723 SN/A 31141.1 MCA A(low,blr. (36nl?n) for Cumbinalion 0, (k-in) K. ik.r1>Y)r,4w31 ISo?) lorliono? DL:okinq will, Coltittression Al 00(2.51 1' 2:110.0 11,11 312.7 :11.? 27.1(5 151,..0 12.37 309.0 20.0 1 251171 2210.() 1)7: 572,7 2.1.1 27.65 1007.0 (1.01 1177.0 36,5 14)37 11070.0 12,17 331731 254 29.111 2210,0 13,17 447.4 :04.9 55.65 1)70.0 7.10 7(7)1,11 7.10 1011.0 039 0.013 3170.3 ((O0 125.5 11.1 115.01 4N 1.15511 3114)2. (1l'511 3134 - 4) 11501 I,. 1rl:8 flanqe 1411(114113 ::I.?1 (53711(70) 1,351?? Conr,)nnion? hO. onaur., 6 37311014371)1) 13.32 :L50 ' 15.711 43(11 10.55 I 10 9211 59.717 12,17 0.317 15.16 451.10 13,79 .131 11.314 41117 0,12 .1,31 55.511 111.10 15.21 403) 4,21 2.33 251311 128.1 741, 5,311 1.1.78 7337, 7.09 6*412. 3145,1 9*41!: 411/A 4.CICalk(r) 371w Sow - A 15 IA I. slen"laf ! rity.- Cornrwoss)ori: (<LII, : I',0, (1335(1 51580,. 071 3' (117.27) 6. )'coI7 h1 (3, 0 0.0 • I', (67?) 1' (51 ..- ' /IL?.0W413?.I1 1141 15)6,06 Sb-oS-:, .15150 002 (27.4 1.1)1(0 "2.1 31)31 0.8137 11338.3 3:'o 71)17 2022 - 1132 1534,22 llbwl1.eu 44.01 (1,711? 107,0 1 5170 '13.0 1)11 11.1493 3.0317 39.1 237.9 2331 010:1 15)5,23? .Soen1ler 411.510 '0.75 121,4 1 00?) 42.1 10.0 0.11113 0.0153 370 201.3 2012.7 '.014 151.1,02 S(4n0e 7(31(17 0.011 38.7 1(4)0 :331.1? '10.4 0.033 (.373 3:14 2)71 115.4 1.805 911.1x22 ((wIlIer 4.1,51? 0.00 41.0 1.7)01) 4512 03) ((.20.1 0.01>1 35115 257.7 20,51 1511112(3 003,,0c,. .407 03)1) i 57,5 1.1514) .14.1 171.4 0.877 7.077 30.3 :1111.7 31100 W1214 553ncs,t 311)3)3 (53)3 111.1 1/5149 310.7 833 0,827 0.802 2.3.2 '5337 '20.1 5131) 001271.1 Sler,0,,' 59,05 047/ 51,1 .1174'. :19.7 8,11 71632 071332 3(1.3 '51.2 1211.? :51313 W12o14 0lo,,dr,, 47.40 (1.011) 27.0 .11717 42,-i (1.1 11351(2 11.6(12 I 1501.3) 142(1 51 (1 ('WA 11H'A 0.00 - :101:2. 414fF, 514/A 1110/A (18172. 913//, 1110/A - /1*471 - 15'3/554 5' .4)3 (''I'? III) 13101 17110? U01U71fl'I'(lKl'I 10:11y rn15 5)4,1) II, ISO g14751 5337117 7:1 Ire 1103011)4' ill (73740,15 ,474r1ian - IS, 7?450n' VI a9150':I'50?)1415317, 1)174(13)02747. :4453', - 37.13 292.1 711-1,1? '.1453) 324,3 2112.1 324.5 292,1 741,0 345.0 276.5' 1137.2 71)8.7) 197.2 253133 1157.:! .1111.1(4 5/504 D(3 2 001 433)2 77:1 wiro 17454 0010427 (1135 W14x22 001; 0016,26 1)140 15121,14 011011 0012,1.1 1513 17 1512o14 17 (1 OISC 111.1 . corolro5g S Cor:,oro4,wjn - 1',/?',, 1'lw 1/13154 ,ll,102.4311 715/7.1. 53.7133 741,5100 2531.00 '-3.225 11.72 0.1127 'ier.sior, 218.00 (1.173 1).18 '3(5210 T(,3n 2)17.00 0,191? 1)21 11(43 18165110 2132.011 0.250 11.32 151121 10,15510 2013.13) 0.153) ((.22 0,131 1'rnwio?: 21493)0 0.171 4)3)9 0.129 T0,l7irn 1213)0 0,111 1719 17.228 Twidon 122.01) 0,215 17.42 1(224 11311.0,, 115.10 0.25?, 1(413 4(03:2. . IIWA 7)03:2. 803/2. Check (,ll0i'Cl?0n OR (1.22 OX ((Ill 044 021 01< 0:12 OX 0.72 OK 0.21: 0141 (3.10 07< (5142 OK 11.431 ON'A '/1122. *41,145: • • 11 030650': Low load So<1o1(r, 745 (or 91177141411411575000fl;I))y '- • 4) S1rmlI1(I, (LRFD( t.ev,? 5e:5114c bite from 14114,? 51-0477311 , . - 'i( Cb=•.?) 51c0015v111w) - • 71 Stwnqll, Luvel rnm:n70053 )40n br'o;,: (3400371171, 171104) - 7I3 457111114$ 111)1130501 1)31111.0.1 (00) (401 1701) '10'l.0C3173111 1100(0311)) - , (11 P14-IS, 1111151111 0.110011 7111 C0I:l5I34.)iCfl (II LWI1ur1 0aq (R,lI.4o, 1745,acedl 31.1)118. 311,111 is113711711(41?) (7) 1114 S dl','- 0(11(1W 1c, Flo? ) Souxid order 'mIllsi rior 2.1$'- 6-05 C.A.I b Cm 9/ 1 03f111 Ii 1 II I ri XIII .ri. 7 .' I • • -r - - , -0 - - . - ' - , - - - •. . .2.. , -- -' '-- , -"-- '" ' '1 ' - • . - - •.-- . • - -.s. ,. - . - . •1 l,0nr110',: ALLOWABLE (6) 203.0 3154.0 .3251' 2013.0 187.2 104.0 - 32573 23.1,0 345.(" 224.31 252.1 361.0 3411.13 33.1.0 :1.45.4) (IN/A (11116 ((nor. 1.008103- ((71cm I4(1 013)3 362e14 13(37 3771006 013117 5612,14--- 0013. 5616620 (11314 . 561022 03015 (17710021 1)1.7 111 1014x22_ 0017 5610026 1)7018 .5610o20 31731:' (4).) . 63'o-°'37 11 Coi'nessthn - . AI$l HI.:I.56nhllrl9 & Co:r1oesshcn)olt.) 565(1141.2' 8o:336o& 190630,1 /0 1031,1(39) - 1(111. U 1111(111 1O L ,J 36 '33, ... In POre 6(414.61(1 L,. k('oqleo Ill 101 11, HI-1b) 1:10, (k4Q P 114b) 0713(0 Ccn771,ossloj' 28.311 0.03)31 I - 0.617 -- (1.003 0,315 - 31:39 ' (1.073 31(03 4733 0.150 C0071Ioss36'l ' 715.33 01290 I 0.37 0.073 (1.15 . ' 024 9.127 il 13.711 0.-' C.c(rp1ess4m _23.0 0.2)6 1)073 0.00? 0.213 1723 -3.235 0.083 0.31 13.1112 COI"presslro 61.43 - . ((.2)11 ' 11.31 . 0.1111'...- G.U. - (3.23 0.130 0.001 . - :1.115 (1.315.- 1'eooior, 121.53 0.232 - 0.132 0.202 -3.02 - (1.03) 4.356' 162.712 07331 .13.13)7 'Cc(r4)ro.,53300 7(1.24 . 0.136. I ., 023 0.357 (1.133 - 0.2(1 0. SO , - (6(162 914 - 1)367 Tw,$(cr, '124.30 - 0.283 0.0(J - 02113 5.110 1611(7 8 27 .7 '. (1.2(35 - 4.5$ . C01r40371300.1 120,57 ((.041 ' - 020 - '0.020 - 0.25 . 323 - '3.106 (1031) - '102 0)347 Cor.ipres31crr 117.01 16004 0.145 0003 - '3031 0.1(5 -- 8.705 0.003 ',0.00 8106 (4(4131 7/14.1, 07)14' 1 31020. 41116 31.1/I, 511/A 7114/A - . '7024 601:4 Check l)IIO,11Cli0r, 0(4 (6(41- OK . 0.74 OK 17,731 OK 0.23 OK - 0.6:7 OK ' 020 0(7 (7.110 OK - 0.23) OK WISEEIAN.Rotoy Structural Enrjlneels NDN.COMPOSITO BltM 10)111 DRAG FORCES APRIL20)) Non-Composite Drag Beam Design (Checks Special Seismic Equation) ro k CILE1J = 2731: IC I3o 247430 • . : . :: S5600.ls2 : . •<= 1.0 (see Cask. F* 4) 060JSCI: Ca10d 0,1.0 1.01440 11,400oi A JOONo: 15.1:14 - Load Case: (1.2 + 0.2 S05)DL + 0.5 FLL + OE 01.FOLICII' 1.2 61,i.. 0.90 IL. FOC(or'n 11.5 srio11'y 24.00 IN P UT: Rn' (FL) '' PC 3 Uxati 1440)1' Sioo Eccet)c5111( ILL) 0) WC180t0fedl (nla le( 05FLI'il)I ((I 11,136 IN 12.14 o. -.s jI.. I) 17.20 s' 0.17 17.0)7 0.23 0.23 ,.11L 14(15 1267 3'Il6s24 PAGL1 - 2477) 117314 1(;.101 ' 16,1 17.60 7)4310 5612014 tO 16 12 2.60 930 2.42 4.01) 5.26 3.40 77.113 4437 01(1? 56)13)416 15 15 1) 7.41) 22.70 3.1? 131(0 13.11 1337 70 51.75 3(114 561452'J 13.77 55.75 4) 16.00 55.70 15.1)1) 23.56 32.17) 35.175 .137)0 37.55 00 15 56106771 1 3.1 ? 17.17 11 31.70 17(17 4Th 7.511 1313 15.33 :31:70 11.15 (71616 01116022 1)3.73 16.75 1) (0.30 (0.1:3 :7.23 24 III 32.161 35.52 32.46 3)1.05 3(3 17 561)3Ai 0 :0 1) 7.73i 11.52. 2.2.6 3 113 6.05 4.116 :rt) :10 60.75 05116 W16o76 131 0 :1.10 0:11 0.33 0.00 0,45 5.47 1(0.10 276231 - . 1 (I.(0 II 115 11.00 (31IJ4 15.00 1.,IICCK tar ucuora 01.21531 01 Uul1lp1000100 1510110,11 017,1100 t(olIm (i4n0L' FOIl) BoSom Owdnj Stress Aol:,) 3(13,5? ()4r1, Slrcim 1u'7.) ((p614) ('),.o3((r.opocer1p( 0.104 ....-:1- 3.12 1 (1 1323 '11$ (3.76 ?.2,53>.:3 14.31 (3.68 1.472 3,17 377 30 14.71) 12.40 222. 1 (1.5(s 73 (1.55 71(04 4)4:4 65114 303.0 t011 SIlo. II 11 (4 0 I N 1, ConiI act t '1) 1 )II II' hr 'r 16(3)191 AltowalIro 6o(0tlq for Co"rlli,raUojr will Curr'proslon I (S I) 1 (31) ' 1)11.11 WV/oi4 (11,312971 2.631 7.77. 1170.1) 25.15(1 3111.4 3) LI 20311 L'S? 5616x26 Ciuvrpa0t 3.110 11.21 2219.0 1522 737.5 0171 65.25 03 10 5612,14 (103775667 2736 • 7.7) 070.1) 221.61 3.31.4 27.0 P's (10 01413 3618x26 C0567071 77213 .11.21 72111.0 21.73 . 11113.)) (111.3 01.43 0(314 5614o77 Co,r:pot 2.11? :10.03 13(55.1) 17.1311 273.7 31.1 211.03 03171 W16z27j CompEl 3.113 5121 2210.0 26.47 10163 84.7 762.4 071 16 5614,22 C57713501 :1.67 5c..i3 16141.0 12.315 373.7 31.1 23.03 0517 5616a26 Compool 3.3(1 .1121 2210.0 51.77 11)07(1 134.15 120.57 0318 5616o20 3)11379(7 3.1i0 11.21 2213.0 02.78 14(10.? i:)o.o 111,61 C. 0 11414 31474 .LfA 8)410. (boO )JIOA 0)414 4)41/, mom ,04 to 770370 o: p0. RO "O1i I I 60131 ,t.'0 AXIAL : "° Cor,rnrontotl: (41 - KL - (I (4))3I (AISC Section 07) 0 ((17 .6.3 1, )rc4E( I ) 0 2 ... C. I 101, I (31 ,,,, ................ ........ ALLOWABLE , .130(5 W17o4 13I,yJr * . 24.03 11.561 10511 47.5 - 11.11, 02.42 (7202 1141 '72.5 137.0 0167 '15102(1 SI,.,Ier 1067 4) '0 ,i4 m 46."-,10, 1) (6, 0366 '(I I 1144 /)32 0(6 11) W12o14 SIer4r 26.97 5- (605 426.2 1730(3 , '- 3 - 4)71 - (3.1) . - '- ((.563 41.4 172.1 154)0 DO .1 6115x2r 1,;emdor Ill./5 1113 1 ((0 471 4- 10 1 110 ()51. 41.2 Ii) 28a.11) 09 14 6711 .61 SI (LU 3/ 41 1100 1 lill 4 I qwiN 43.7 , !).5 ((1(0 01`02 ' Os 1 259.5 1033 W'6.20 .1 tIer 25.o .,. I) 8 1 (51 ,O . 47? 10 0(1) (((.86 ° .5) 3 3131 1/11 (1(5 6114 4 Slander 42 18 000 I (1) 17(1 " 4>? .3 0(10 12 (7 1(( 259.5 /341 011)17 Wl(3x21 530728t11 1 17211 11.130.__ I 06133 .6(30 4871 10.0 - 9.063 0720 -'' 42.3 :323.1. 202.0 'OIl 133 - W115s23 37300cr - 13.17 0.173) ' 770.6 . (.0(15 - 48.7 - 10.0 (1.1143 (6)163 '2.2 324.5 291.6' 0 - 3)6';. 115114 4)30 I ' ((ISA .. 1111)4 - 811)4 71)4/A (110,6 1 (lISA - 61614 - 414/,, ON?!. 35101<1,) v,.a03 7317 3331 -5317)Y64) 111(7.37. for AsthI )211I171r,'ACIIOII 1.0,171114111.1217.1611.6433063) 6100319 of th e (1567(66, Ir. (62 wi7.31161,04ion '167(1953131(13140 61e03r29r.1 11115035 (11 30 ko be zctt. 1. - I; rrcr(5654 lioel6110 104(0115 170 Icr places o);st1313: 57S6rlrb(- 4) Asshr'l'escormlocl section; (5),) NOT U5E 1100.131,1'))LlCI SI1CI'II.it) 7) Seceesl ordeclla!70.0p71,/,ISC 300-05 C.2.1.I.. Cmli. 371201.317156*1. PI-132 Ph. 61i.:331 71104 -00 2) 1.110(7 1310:l1o11I2)s(on (01311 I6Ah5STl1li(. ouloul - ' 5)31on0u. SO4I)7r,501( lu Use . - fl(LoW137lflI9rOC(IC 303100,, ,,3116r I11-lalbcr H1'2 co,:olthr,s 11710(1 per AhSC 300-470 socIal> 141.3 -- * . .11 .. •. _•*'.,','• . .- -_ - . -__-, '- - - 00SEMANR0HY SIC,114r41 Onfli000rS - NON-COMPOSITE BEAM 61(3(4 0(4000081.11(3 - APRIL2011 Non-Composite Drag Beam Design (Checks Special Seismic Equation) Fyr 50 1.9 . Omcn" 2.50 (< 7(3y, - 4 . . .. .0.751) . • ......(ft' 1.1) .(neCoin.I(4) (1•1(1)UC1 C'I9Ia4 0i¼ t,..n0,.. t,441(n, A . . (RIN:': 1547(1 Load Case: (0.9 - 0.2 SDS)DL + Q 0.1? . - ((Sin •.0.9O IL F9o, "'0.nhiills-1 .' 2.1 11! INPUT: bon1 si ,u, (I Or )L, ((cc 1t96IIo'(b Y fiod '!! (I; 1.4 P_ w Pt (0 Pj jkips) (,1nc1o1oO)__ HI f; -0 Wl7cI.I 9.25 0.2.17 0.17 013 0.13 5.40 Kfk- (7(31 401967(3 16 16 0 407 211.00 700 5.03 5.73 7.00 4404) Dli 10 4012x14 10 1 I) 2.31) 9.30' 2.42 1.444 1.0(1 17.00 44370 03 1:1 4010826 0 15 1) 1.41) 22.70 6.17 4.67 4.72 31)10 53.73 061.1 4014,22 1625 19.75 o 11(06 55(0 15.143 11.20 11-3,22.co 07,5(1 0619 4010,26 13.11 73.1? 6) ((.71) 17.00 4Th 1 3.313 2.62 2770 01011, 4014i432 16.70 30.73 0 10017 52.170 15.25 11.44 1243 33441 ((((70 0(317 'eel 6y.26 11 Ii 1) 2.70 8.51) 2.23 11.I331z? 1 1 2(32(1 05.73 01318 4016126 0 10 (I 11.40 040 - 0.33 020 0.26 110.50 2.76.25 17 1) 1) 0 4) 0.110 000 0.00 0.1)0 7(371* 1190 1106 CIloOt for 801tom FI0fte it. Compression 10310,14 Ftn (3054,,' 1-lonpo (3111 (751(501 E(030,, Sirocs 01471 S;ress Raqe SoIl-cs. (1.5,7(3) (P,!A( c4o)(1encoII,p) 1(10 2:11 .,.:....3.29,.:-.:...1 1 I 5.71 1 1' 10 3 1 7 It. I 26 0 13.48 30 1.113 6.74 -56 574 .f734 0.03 12.49 5. 8110 0.011 33.07 63 11(370 911:0 . 8100 ReAm Ltycolin I3c,81 15zc* 14 10 N 0 I (3 1) : cl), 106.11 7(511 6.. 'II) .., (3) I.J. (k-In) Vuc410n3 Aftowraok, I36)I131r(3 F,. (4j) (Or Curnl,ination 14., 6410131 19r.al Puckfiinf; sylill CnnI,4nsiOn I. (k-ID (k-ft) Al 1 ZY. 14 crurqioo 2.6(3 1.12 370.)) ?&?31) 331.-I :3 111. 26.0) 0111 4010x20 C3nipsl 3.30 11.21 2210.0 19.22 727.0 610 50.29 08 10 4017,:14 Compact 7.06 : 7.73 8711.0 22.44 234.4 270 20.011 1.1013 4010n20 Compel) 3.1(6 : 11.21 2210.11 21.33 81(1.0 613.3 61.43 00 14 4014x72 CornpcI 3.67 . 10.43 1603.0 12.09 377.? 31.1 2d 0. 3 1)815 4016x23 Compact :1.90 . 11.21 2210.0 2(3.47 11)10.5 84.7 76.2.4 01310 401442 Ccrric? 3.07 30.4:1 1000.0 -3.011 773.7 311 28.02 061.1 40196213 Cmnpo9 390 31 21 2210.3 61.77 11101.0 1310 120.07 0013 11114836 10srpacl 3<36 .11.71 2210.0 42.70 74802 12.1(2 111.01 I 81430 i (1(3:0 11701, (((3(21 L0.6) ('Will 9(10 (iN/A AX 101. : Skln40irlr.cr.- Cornoroseiw,: (4,• 11 1.0, 1, (113"1)(69I( (AMC Section €7) 0, V(67.2) 0, (ie1iy I:J 0_ 4) 0,0,, F,, (1514) Al I.0,.A(3I 05 t 40140,14 9(47958 34.03 ((.611 - 445.11 1(701) 479 0.0 0(1(0 ('.1107 4(.0 172.5 1(1711) 0132 W10n2l3 5140911,30-67 (1.04, 3(34.7 3.037) 46.? 10.2 0013(7 (7.1363 4031 311.4 202.11 (213 11) W17rj4 0(704(0 25.97 0.61' 424.2 7.0,70 67.13 13.0 ((.833 0 CO3 41.4 177.1 104.6 04313 i W11),21? 91,/nOes 28.75 0.170 2.46.2 i 4000 47.1 111.1 17.065 0.11011 41.2 316.3 21(1.6 1-43 14 1)14402 $I14mJes 42.711 (.1.17) (99.4 4001) 43.7 9.5 (7.91)2 4)002 4(3.0 259.11 273.6 IN IS W11,s2.3 (71e ,4ur 2025 0.1(31 449.1 131(17) 47,7 10.1 6.660 0.180 41.0* 313.1 211170 018131 033 17 Dli (0 1) W14n22 Wi6e20 1)1640(1 (1 0127417. 3(6)4007 Simajo, 0(4740 42.70 (7.25 19.17 :31410 000 0.20 0.00 0.00 1 53.4 '78.9 414:0 31(1 6 !.0011) I .0(11) .0(11) 73(3:0 63.7 43(3 41).7 17(460 ('.1, 10.13 10.3 111(30 0.602 6.033 (7.01)3 (17.1(0 11003 (13163 031013 0110 411.0 42.3 42.2 (iN/A 359.0 325.1 ((N/A 3240 2376 292.6 30(7.7 - I ' 1 4'4"4'1,'I :k -'I '1 ' 11I •SI/iIl l01l111'44l.14l (0111)011*110(11(511)118 guwi (180 1(1(0 011(181114011158 (3111(1 WIl-411 Clf6C1l1lfl -11111 (30781164 '311) 11I7pt:ra4m :40005 ISiS to 1.1 TonSiul,: I (15) * AII.owl4(so.F. 6)74, (I,) :70)150 0172 3134.0 :125.6 21)0.0 0)72 31(10 340.0 324.5 292.1 31>4.0 3450 324.5 7332.1 3111.0 3490 319.0 345.0 fIN/A 1)4/F, ROAM Ioaiom tlea.i' 0,711 17(6(5 W121i14 087 4010r26 CII) 11: 6112s14 08 Cl W1(1x26 1)10it, W)4n22 DII II) W1(0,21, 1)1(16 40)4,22 (2(3 77 W(0.26 OR IS 01)1(s36 0 I) AlSO 41.1 -611,11109 & Cno,0k,n .1iSC 1-11.3- Ilond0i &C6)I7'elsi</S (711) 01(31. 4(7.2- i3e4',jir,& Teno, ((1,5 Fias1,7. (*ILOW.(3L0 i 1 Uoly(141.Ia 14! 111-74140*8 S14Lii1ty PJP, i 7 t IJ6)17(14.(7I CI 0.058 1 (7snp1os.eio* 28.4(1 0.004 tIllS 9.932 0.05 ('.1)0 4.1(75 0.04)2 C.Q. '3(30 Coisprossion 53.35 0.134 0.11). 0.030 (1.13 (3.11 -;t 127 17035 C. 4.21(4 OOIIIPISSSISII 20.00 0003 ((.35 (1070 0.31 030 0.2:30 t'.028 (3.1)12 Oor.ip'essisr. 67-13 0.677 217 0028 ).13 0.10 (3.15(1 0.0211 4.0) 0 329 Conprcssi7lI 28.03 0.430 11.77 0.059 0.40 0.27 115300 0.1)90 0.130 It Ccrnprt05s(5n 16.2.4 0.0-17 0 1 0.022 (1.11 11.10 I115l-J 9.1)22 0.1* 02-17 Ccmpirss?,,, 241.0:1 1.444 0.76 9.0)0 (1.44 8)04) (7277 41.103 ((.37 i1223 0cnnpriicilso 120.51 0.014 0.24 0.910 0-23 0.22 9.1(0) (1.011) 11.1) 0.947 COmpr.tsoisr, 1)1.61 0063 4.05 0.0712 17405 0.99 0.1043 0.00? 1.01) 5*411, 1)1110 43(370 6(3:1, Qr'k'A IN/A 11(41,7 5(7.0 8(310 61611, IN/F, Check Interaction OK 11017,1 OK C'.)? OK (3.31 OK 0.17 0(4 0.37 OK 0.14 OK 3.56 OK 02(3 OK 1797,1 flU!A $N?A _______., ___. . . .• --- I) 0161025<1 (3143(00(2 Orolor to (.0 16, 8acec of pub0c (1050 1111)17 '1) 0*1-111115560091761510(1011(170: (401 1)3(1 t1-211-01.11:)0551 cc,c10,rs) - 7) Second o12, orsIycls 301 A/SC 3&1050.2.1.I7. Ow--' 1. 02 '1, sI)4la"l, 3,14)2 P,, 0-01 11 1111 2) 11410 nomonlo (al-en from llAMS1111ik 111714 . 5) Meader Sections CIClo 1)se - - - - - 9(100-8,51 btleiscuori L'oweerI eiUic' 141-0)15(41412 OSUsikoil ((511.10118 I.9C 290-09 SOCI)11 (31.3 - - '1. - -. • - 7 1 - - - - - - - - - - . -. •_._____ ..—..—.--S'-. ••_S__SSS. _.,_.___ —. — WSEMAN + 331 STRUCTURAL ENGINEERS BY J"> DATE 16YL4c PROJECT C &i 2; SHEET NO. OF • :..', ./,c A JOB NO. S • S • .................................. 1).Tt- . ...................S S S S . ••. S • ••• / S / S S S I ')"•( 555 S•,•? .........................S. S S S * * : 4 .5 . .. - 5 3 •3S a •, 13) 3 Lt 'rD'i( -- 55• - S - ?3xx') 5' S * • • • S. • S S S - •5 * 5 5 5 5 55 , • 3,• S • • S • 5 I S SI • S • 5 55 S • • ..... S S • • S 5 5 5 1' 'S •S• •*S• .':. -s S •S S S s S •S 5 5 •S 5 - .... • .... . . .. .. . • . - - ,• 55•S••• .5_ WISEMAN+ROI1Y Structural Engineers . PROJECT: Carlsbad Oaks North Lot 13 WIND LOAD TABLES (ASCE 7-05 Chapter 6, Method 2) LOCATION: Carlsbad, CA December -2013 (2012 !BC 12013 CBC IASCE 7-10, Sup #1 &2) JOB NO: 15414 • .. 10113/2015 .4 332 S WIND LOADS (LRFD) Components & Cladding: Walls Eave Heigh", = 36 ft Roof Slope = 0.25 :12 Roof Angle = 1.2 . degrees GC, = 4/- 0.18 Exposure= C K,= 1.02 K,= 1.00 Kd= 0.85 V= 110.00 Risk Category II = 0.00256 K, iç. Ka V2 I = 26.87 psf ASCE 710 Sèction30.4: Ht < 60 ft. Walls - Figure 30.4-1 Area <700 square feet . Area greater of (Span x Width) or (1.33 x Span) ,. Ii = mean roof height (cave height for 0 < 10 deg) -.. I Least Building Dimension = . 100 ft 10% of least bldg. Dim = , 10.0 ft 40% height = .14.4 . ft ' 4% of least bldg. Dim '--, - 4.0 . ft % Three Feet= ' 3.0 ft q - Corner Zone a' = 10.00 ft .,.. , - . •1 •, S • . 1 1. I: 'SW 4_ - - glazing (15'x 5. '.4 5 typ piers A=(I Area sq. ft. GC Factors: Windward Leeward Zones 4 & 5 (crnr) 4 5 (corner) Design Pressures 'p (psf): Windward Leeward Zones 4 & 5 (crnr) 5 (corner) 10 0.900 -0.990 -1.260 29.02 -31.44 -38.70 .20 0.852 . -0.942 --. -1.164 . .27.74 . . -30.16 '--36.13' .30 . 0.824 . -0.914 ...-1.108 26.99 -29.40' - -34.62, 40 0.804 . -0.894 -1.059 26.45'- . -'-28.87 . -33,56 50 0.789 ,. -0.879 -1.038 2.6.04 28.46 - -32.73 60 0.776 -0.866 -1.013 2S.70'. -28.12 -32.05 JO " O7S6 -O6 099a.. 254f '.-2Z8 80 0.756 -0.846 -0.973 25.17 •' -27.59 -30.98 90 0.748 -0.838 • -0.957 24.95 -27.37 -30.55 100 .0.741 . -0.831 . .-0.942 .24:75 '' -27.17 -30.16 150 . 0.713 • -0.803 •. .-0,886 24.00 - '- -26.42 - ' -28.65 200 ..0.693 ' -0.783 -. - -0-846 . 23.47 ' .-5.89 -27,58 2Q 0.678 -0,768 -0.816 23.05 -25.47 -26.76 400 0.645 -0,735 -0.751 22.18 -24.60 -25.01 500 0.630 -0.720 -0.720 21.77 - -24:19' : -2418 0., ••.:• "•.'..."• . .. .... -•. •.• "..'• 4Ul2$ J3$ I4 Eo 24Q 11249 '14$ 0J$PP LJ60 JJ$00 fiJZ4 4OU60 Mo JJ24'ô Zl .21$ ,10jI, 1.3i 1. 15 A!,i11 1Z,jO5,1 1, BJ5 19,0; 10. 4065137 "1.3 33 10 ", 10,, 96 '17 .' 1- 13 5 U 4 15 ' 12.2 104 111 13 4 9.7 60 106 B 0 10'I TF8 8 Se 71 44 213 172 10 121711) 931 1015 406 90 9.9 '99.' 843ft }'40 811 "60 33 B3 7$' 18e78e?313t1$1e 12 28-7' 22'8" 19' 17's" 15'6* 13' 1' j 6' 1' 14 '10' 14' 10" 13' 4" ii' 0' j 13'S' 12' 3' 10'4" 126 116' 910 11'9" 112' 9'S' 10-6- 1(74' 6'S' 400S162•4.3 33 . 15 260" 207' 10'C' 361" .111" il'iOl 144' 129' 169' 4210' 1110 109' 119' 112' •5' 3i0'i 107' 811 102' 10'2" 8'?' 9' 1"e SIc 711" 24 228" 160' 159" 13'S' 123'. 104' 119' 112' 95' 4(76' i0'4 89' 9'7'c 9'7'e 83 18'12'e 3'lO'c 710'' 8'3'e 8'3"e 7'C"c 7'5'e 76's (711' 005200-3 3)f0) ' 2') I "I 512Y9 1 0 3r 5$ 4 4.3 17 C 1410 126 14 40, 120 (1,, 1)486. 114 15$ 1 7 3'$ '/O'i 1 ' 130/ 0 11 7 14 13 s 424 10 C'1 ~' 121 11 9 9 11 ioodw oo 11 Sc '30 fi 99t S 8'6.' e ,, , 23 11_! 190' 16 1 C 130 4011 2"I 1 S3' 911 14 3 16 '11 9 ,42 30 3'1O 3p 6 9,6e 9oi 8 3c 10s8 10.6711 7,11 e7 14 c 7 it 12 . 203' .232' 20'S' 131' 15'10' 13' ' 16'6' 14'5' 122' 153 134' 113' i 14'S' 127' 10' 7" 136" 1111' 19'i" 131' h'S' 9'S' 12'2" 107' 8-111' 4Q0Si3754 50 15 26'?' 211 135' 188' 14'S' 12' 2'lS' 0' 131' 1 0' 13' 11' 12' 2' 103' 13' 1' 11'S' 98" 42'S' 30' 10' 92' 1113' 10' 4' 8'S' 310'S' 9" 61' 24 23'2" 18'"'15'!" 14'5". 12'!' 107' 13'" 11' ' 9'S' 12'" 107' 81" 11'5''30'0' 8'5' 1'10'""'' 10'" 1' 6'3' 8- 5' 7'" Tr ' / ' . - 12 32'4' 23 22 3i 2' i S i. I IS , J 1 11 13-5-11.' 13 14 9 12 3, 3 1' 13 9 1-, 1 1,1 3 ii 2 , 114 12181 0 3 ITT'11 ,9, 9, 1, 400S209'64 50 • 16 29'5' 234" 205" 183' 1513' ''I 19'?' 146' 122' 14" '335' 11''I 146' 128' 1(78' 139' 120' 101 132' 116' 96' 122" 308" 90' 24 12 2(78" 20'S' 1716' 1511" 13' It'll'S"" 146" 128' 10'S" 13'S' 139.' .911' 12'S' 410' 9'4' 32'C' 106' 640' il'S' 10'O' .8'S' 1126 94' 7'lO" 5-V 11 ' q I 31 19 21 8 3" 2 1,3 - 16' W.tlt3-3 1/ 7 1Zi 0 135 Y34j 4'4" 1, 5 13 'tsc'' P7 129' 10 9 114 0 '2 2" W 268 22 7 1.9 6 177 15 'lS'Q Wit 0 10 16 Q 0"AI 0 34 10 1'9 '1Q,1 i,.,1 J' 0't .3 112' ".9 9 (12 8 11 1 9'1 '1 9 104 a 10 12 3216" 25'0' 22'9120'4` 179" 1551 15'S" 192" 137" 172 160' 12'8"I 162' 141' 11' 11" 15'4 13.'3' 114' 14'S' 1210' 1010 13'7' 11'11' 100' 48'0S152'66 50 . 15 12910' 23'8" 2-351 136 162" '7 '5" '6" 124" 157' 137" 116'' 14'S' 12'10"101013' 11'12 2 103' 134' 11'S' 930'' 124" 1010" 91'. 24 25,01 206" 181 16'2" 14' 3" 11'11' 141-12'10"10'10' 137' i'll' 10' 0" 1210" 132' 9'S' 12'2" 10'8' 90" 116" tO' 2' 87' 1010' 05' 80' 43 4 17 '1 14 '1L 1 7 182-' 142i1,,71'1 139 "'412"' 1 ,5 '345 331 19' t 05920088 30 ,, 16 31 0 230, 2116 19 6 1' 1"'14 1/ 1 e 2755,2049>3L i4'i43477' i836lp1.:'t, 4'.63'42i76' '!iF1a'$,11l400,1oSo _1214 i131Si8' j 't I i 3,1,0 12 33'S' 26'S' 234' 197" iS'S" 15'S' l(711'e 16' 1'e 14' (1' 15' 2's 15' 2's 13' 0'eliSiO'a 1336's 12'a' 2'3 12'iO'e 3Zi(7e 11' ?'c 13' Cl's 12'0'8 31' 10110' 90 10' 9's 10" 4's 555916233 33 . 16 294' 2'4" 213' liii's 16' 'Is 140' 14' S's 14' S's 12'8'el 13'2"e 13'2"e 11' 9"ci2' 'S's 12'0"e 11' l's 11' l's 11' l's 15 6's 10' S's 10,5"a 13' i'e1 9' 3's (73's 93 74 246" 213" iS'S' 1 13' 19'v 123's 12'Oe 120's '11,1 silOS's 10'9'eiO'4'el S'B'e 99's 9'8e 9:1's 91's Sic 88's 55's 8.6's' 7'7"s 77's 77's W.12 36.8 29 1'"258 1229, 16.9 208 184 $ 1 1) 169''14s 171 13'19 19", 5' 7, ISO 12ç6' I0 5&SC" 4,93 ,3 '35 4 "8 6' 23 1, 9'8 il6 4 ,''j5 3 10 1 16 3 4. S Se 15 2 15'j 41(7 14 1 7. 9 537 1 B 12'lO'e 2'lt '24 29 1 23 '1 29 2 3 91 13'4 4 19 s,14"4.6 10/tel 4' 11 I 0 0 SQ 30.4 97 9 s. Is 8 I 12 394' 313' 27'3"! 24'5' 21' 4" 1(76' 22-2' 1(74" 164' 207' 48' 0" 15'2'1 19'4' 1611' 14'S' 19'5" 161' 137'' 177' 154' 13'O' 164' 143" 120' 50 16 35'S' 2(73' 24'S'' 222" 104' 16'4'I 232' 177" 1410' 16'S' 1(74' ''I 177' 154' .130' 16'S' 14'?' 12'4'I 4(70 140' Il'S' 1433' 130" 1013 - ' 24 1 31'3" 24'S' 21'O' 194' 1611" 14-3- 11'?' 154' 13'0"1 164' 143" 120' 154' 13'S 114' 14'?" 12'S' 10' 9' 44'S' 12'2' 1(73" 12'6e 1"4" 9'7" 13 4' >e 293' 2e$ 3$ 70 '1'3 239 20,3 17(7' 721 10.9 ,,jo 20'3 '182 53 199 173 16 18 '10 166 43,11 37.3 13 4211 5591p268 50 1? '384" '305 ,'26"7 239 29$ 211 18 1015 11 200 173''11$ 59'1Q "16'5'11341 17 4 1t8'132 17 50 437 1611 1513 '0 9 '15 382 3 '37 " '3' 421sJ 13 11 8 19 ,40' 6" 6 1$ 9 1', c"' 12-2 5 2 133" 11 8 16' 0 13 1,41 0 43 Ii 12 10' 12 330' 27'S 24'0'1 19'1" 16'9" 15' 10'I 166's 16' 6e 144 "13' l's 14'9'e 13 4'ej 13' 6'e 136's 12' 7"I 12' S's 12'6'e 11'WeT11 ' S's ii'S's iI'5'c'j 19' S's 10 5's 10' 5's 6D05)3?'3'3 .33 .. 16 1 26'?' 24' 11 23' 'I 19' S's 156's 14' 4' 14' 4's 14' 4's 13' 1'e 1212's 1210's 32' i"e 11' 8's 11' Se 13' S's 1010's 10'lO'e 101(151 lC' l's 10".'c 19' 1'e] 9'1'e 9' re 9' 1e 24 234' 21'S' 19'i'liS' 6's 13' 6'e 12'7'a ii' 0's 11' 67e 11' 5'e, to, 8'e 105s 10'5'e 9' 6's 96's 51f 8' 10's (710's 8' 10'e 83's 83's 63's 37' S's 75's 79's / 2 3 (7 6 23 0 '00,- 19 19 7 9 s17 9.yte 0 1S'l'e 15_I'' 13"'1 ' Os ;0 J fl' 413 51 '3 3 I,? is 12 76 'liii 1 3 33 11 , ,00S192 33 ,33 '6 30 9 'Zo 0 22 9 7 $ *17 Se 13 0 Is 5 1.9 s 137 33 9'ia 48.9 0' 2 7 * 12 7 1 11 IL 3.6 11,8*116 ,13 011 c 19'I"a 1(7'O'c' 3 9s 3 9 4 2s'1"279 1910 '46o44040l 27e12's1"i4( 11i''1"0"11(7 0'S*1D3,0'3 '3 35 ii eiii#oiiej 13o7 1 7 12 13711' 301' 26'S' 2116's 20' Se 174' lW11'e 38' S 3(7 S'ei 1811's "$ll'e 34' 7"eI 15' 6's 15'6"e 13' C. 14'4"e 14' 4's 13 i'd 13' S's 13' 5's SCOSZO'3-33 33 16 '32' 19' 27' 4' 23' 10" 1(71i' 18'8'e IS' S's 1(75's 30' S's 11' 'I 14' 6's 14' 8's 13' 3'sl 13' S's 13' S's 12' S's 12'S"s 12' S's i1'i0'3 13' 7's 11'7'e 114's, 1(74's 1(74's 104' 21 2"921"_01033- 13S?SeiS3s3sl2oel4Le20e1'71Y1iO11e3s1''.C1e4L ,10ie6e9ooSsei36e58'e3se c'-r 12 37'S 39 •' 2c 2 .22 4.1 2' 5 17 3' 19 3o ' 8 57 9,, U S 1 1 i' 13 2 14 Ot 4 p3's 1 5 13 e ii 13 12'2s 11 3's 1(7 (3' 40' e IS si 2(7,1'i23'9,' '30 5163,2, '0i :2l1'4 8'j14.0's 144Q4 $ 27"è:12'1,oi1r.194h 4,9',ilr,s 91 .12 I 394' 31-2' 27'T-11 2'i' 4' 21'3" 1711" 21'11" 1(74' 16'4" IS'S' 1711' 15'2' 1?' 1"s 19' 11' 14'3' t' 7" 16'1'e 13' 6'115' S's 15'4"u 3211" i311" 1311's i2' 0's 600S162'43 33 16 I 35.0' 254" 24'S' 21' 11' IT 4' 164' 19'S' 177' 14'10' OslO' 4'e iS'S' 1(76's 154's 3211' 14"i'e ,4'4'0 1240113,54 135's 11'941120's 120's 10'll'e 24 313' 24'S' 21' 3" 1311's 1611' 14.3' 1(76's 15' 4'e 12' 41' 1311's 1317's 120's 12 &s 12'8"a 114's 11' S's 13'S lOSe 110's ii' 0's ic' 3's 310's 010'S 9' S'e , 'I3' ,?" 9" '28w 3.3 414$ I 'o'3 ,234 72 493 1810 1.9,1, 16,$l79 1 0 47 ''sI C • '3 l(7,Q c 160*13 4) ( 1 ' 27 (0d$200 43 33 1 3' .S 2(70 '2 8' 29,4 17 3. 35 7,, ,0 5 ,, 7 7 7 e"1'3 44.5 lt9"3 0 13 - 4 6 hO 3? 1 1810 r3'3(3 12 I 1' It 1 16 ,. 1 310 "50 22'S 18 5'p 173,91,, 35'Q )6'6c 180' 437 144 14,14'e 127*13 "413143,3 3013 1 c' 1i13 s tl ,4 12 ,4 5 '21 20 21 2 1 1 c25 i o- 22 ss 157 i 11 1 4 & 8 ' 136 4'll ci 1 13 1109 ' 8 124 000S137'54 50 16 38'9' 29'2' 25'S"' 22'S' 1(711" 160' 20" 5" 18' 1'1(73" 1(72' 1(79" ITT 161' IS'S' 13'4` 147 2" 150" 126.' 16' 4" 144" 12'1' 114' 7" 13'4' 1 V 3' 24 321' 2(76' 22'S' 1911' 174' 14(1119 1' IS'S" 1(74" IS'S' 148' l2'4' 1(74' 13'S' 138' 14'S' 131" 113' 134' 120" 1O' 7'I 1111" 138' 910' 1' 422 S'6" 29.3 2e 2 193 239 209" 17 b 224 13 3,'18 3 1266 16.4' 3 600$16.Z'54 15Q '(6 334 '30-31 261 23 ° 37 6' 21'7-1& 10 1 1 23 0 '17 6 1 9 '9' I 46 3 '3 17 31 iS ' -43.? 7 2 32 C '2 7 11 Ii '1 3 ,35 34 '336 2c 7 2.33 "03 181 IS'S 'o'lO 16 6-13'1 17 6,- 1$' -12 is 1,5 I 2, 1.937 13 )"llto 48 33.1 31 13 4 " 1 3 12 444" 332' 509' 27'S' 24-6" 29'S' 2411" 21-10- 1(75', 23-2. 20'S' 17-1-121'10' 191' 163' 1209' 181' 15'S' 1013' 17' I' 14' 71 1(75' 161' 137' 60030-54 50 16 4(73" 320 27'11' 2413" 2116' 1(75' 228' ''1' iiS' 211" IS'S' 15'S'iii 10' 174' 14'?' 1310' 16'S' 1336' 3(70' 15(1 1331 167' 141' 12'4 24 302" 2713' 24'S' 2110" 10,1' l'1'19, 10" 174" 1.17'' 38'S' 1&'3" 1371 174' 151" 129' 162 144' 321' 153's 13'9' 11'7'113'6's12'9"e 10'S' 11 43 4 4 4 3 0 '6 10 33 5 19 9 2 c 2 18 0 22 8 199 '1* 8 21 13 7 '15 9 ,7 'B 4 11 ,,79 IS., 16 14 14 I 18C 192 13 3 "'3765 0 10 3*4 31 3 27 3 35 214 19 0 222 1*1 çi$4 207 18 01' 1 2 '1.94 16 11 13 10 6 16 1 137 47 7 15 ', 12 "1 10 '1 14 .3 12'S M. 32 - 344 273 310 4(13' 35' ii" 334' 1 4 4$ 7 1Z3 0 28' 0' 24'6" 20'S'' 194 1311,143 25'S' 223' 36'S" 19'O - 8' ,133' (711 14.9 12.9 V' '-1', 0 1410' 2318" 20'S' 17'5' 22' 3 IS'S' 16(1 212' 185' I'S' 7" 1 45', 135 11 202' 378' 14' 11 1311 135 IQ'5 189' 1(15' 13' 10 Sl82.6S SC 16 411' 327' 286' 2(76' 22'S" 1(79', 23'?' 202' 171' 216' 4(79' 15'iol 202' 173' 14W 19' 2' `6'9" 112" Ii'' 15-3' i(76'I 371' 1411' 327' 2" II' 256' 2411' 22'S' IS'S' 16' 3" 202' 178' 14'ii'l 189' I'S'S" 13,10'? 478' 155' 1(70" lOS "I'S' (7ff '6-V 140 11 1U'31'ii' '30' 110" ',',e2 sr.'ff4,74c ,equ,r,scl,,t ends, - , - - See ' ' -' 1,1 " '. . I • ' W$EMAN + Row .: . . - -STRUCTURAL ENGINEERS . DATE- PROJECT " _______ SHEET NO _____OF i - JOB NO. -__-J 2-1 2-- - -- -- - - - - - - -- -----j- : -. - n- -, /c- 2 /)<- c-1'/) . $ 1- - - SERVICE LOADING: EccentricLoads:(Eccentricity _6.25 in) . ConcentricLoads: Uniform: Point: . Uniform: Point: Dead Load ....... . 425.0 pIt . .. 0.0 lb . , 0.0 Of 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 500.0 p11 0.0 lb ,. 0.0 pIt 0.0 lb Snow 0.0p11 0.0 lb . 0.0p11 0.0lb LOAD COMBINATIONS: ____________________________ PerASCE7(1512.3.21 0 _L _L, ___S F .E Combination 1: 11AD 1.400 orr.oinsiion 2a: 1.20 * 1.6L 0.51-: 3,200. 1,600 0500 , - Combinsrinn2t 120=161..O.55 1200 _.1600 Conibinalic'n Se: 1.20 + l.a 11L 1.200 . 0.500 . .3.600 . ,. CojnbinlJon3b: 1.20+ 1.6S+11L 1.200 00.500 3.600 Combination Sc: 1.20 + 1.61. 0.5W 1.200 Combination 3d: 1.2D _1.65+0.5W 1.200 __. _.1.600 .0.500 Combination 4a: 1.2D lOW tL + 0.5L,. 1.200 0.500 0.5130 . ' - i.00c Conlbin3lion4b: 1.20 4-1.0W+t.L _0.53 1.200 0.500 • 0.500 '1.000 Combina;1on5: 13.2+EtC _ Fl, •ICE _0.2S 3.3500500 __0.200 1.000 Combination13' 0.90-1.0W ' 0.900 .1.009 Cmotnason 7: 0.9- E)D - 3.06 0.750 . - -1.000 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05(2.3.2] Exception 13 C. = 0.2S0=0.150xD (ASCE7-05Ii2.6.2);'(Ncra.'fS<=0.125 then E0) Alternate ASO Load Combinations: 0* - . 2.36 ir - .'3(in)- '2006 IBC Eq (16-18): 0.27 Service Deflection 2006IBCEq(16-20): 0.26 • 10.9% CHECK: OK WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT -UP PROGRAM (AC! 31811-14) LOCATION: Building B, Grid 2-1&2.3 338 rJ•Li'fuIvzIJi 8/30i.013 INPUT DATA: !. .. Bar Size: 5 (0.31 1n02) Concrete Weight r 145.00 pcI • . Number 01 Bars 1.0 in 1.5 loot pier Wall Weight 150.00 pcI Steel Area (lrI Pier) 0.31 ifl 1, = 60.00 ksi . -. f= 4.0(11 ksi : * . SCS 0.75 9 beta 0.85 • Importance !:actor(]) = 1.00 E6 29000 ksi.. 3644 ksi FO =O.4OSr,S IW.O 0.300 xW5, (ASCE 7-05{12.11.1)) . n 7.96 . Wind = 20.00 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: * Height (Span) 29.50 ft Ost'ej. at Center .• . Reveal Depth 0.75 in ®Stee1 at Face - Steel Depth = 5.44 in QSteel at Face Inside #3 Stirrups Parapel Height = 3.50 It . O0Ur: 4.75 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) .- - Right Opening Thickness = C. inches 7.25 inches ., . 0 . inches Weigh 11sf = 0.0 psI 90.6 psI 0.0 psI Full Opening/ Pier Width = 0 feet 1.5 feet 0 feet 0.0 plf 135.9 p11 . 0.0 pll . SolidPanelAbove: 29.5 feet 29.5 feet Height totop: 0 icc-i • 0 feet Opening Opening Ht: 0 (eel - .* - 0 feet Heiqhttoblm: 0feet . 0feet Solid Panel Below: 0 feet ' 0 feet SUMMARY: Tension Vertical M. I phi-M,1 M, / phi-M0 Controlled Stress Combination1: 51%68.9%21.6%15.5% Combination 2a: 6.6011, 69.6% 21.4% 14.7% Combination 2b' 4.5%70.8%21.1%13.3% Combination 2a 14.0% 67.3'%22Z% 17o% Combination Sb: 4.5% 70.8% 21.1% 13.3% Combination Sc 42.1% 67.3% , 6/a Combination3d: 35.2%70.8%21.1%13.3% Combination 41a: 70.0% 69.6% 21.4% 14.7% Combination 41b: 67.5%70.6%21.1%13.3% Combination 57 -2fti 69.4%21.5%15.0% Ccnbinallon6: 64.5%73.7%20.2%10.0% Combination 65.91/IS%__197%8 CHECK :fOK OK OK OK S .• - -, .4 ,pecia1 Joist_Selectioji 340 LR'A'101 RA'VI Steel 14.07.01.01 DataBase: Carlsbad Oaks-Building B 071"29/1 5 09: Building Code IBC Floor Type: Root Beam Numbcr = 21 * SPAIN INFORMATION (It) I-End (0 33,50 33) I-End (15 OQ50 13) Joist Size (Optimum) = XXGSP Total Beam I cnglh (ft) - 34 67 4 POINT LOADS (kips): .5 . . Dist 1)1 RedLL Rcd% NonRLL StorLL R.d°' RoofLL Re4d% Partl 7.67.0 2.56 0.00 0.0 0.00 0.00 0.0 3.94 40.0 0.00 7.670 3.33 0.00 0.0 0.00 0.00 0.0 3.92 40.0 0.00 15.670 2.62 0.00 0.0 0.00 0.00 . 0.0, 4.02 40.0 0.00 15.670 3.40 0.00 0.0 0.00 0.00 0.0 4.00 .. 40.0 0.00 23.670 2.61 0.00 0.0 0.00 0.00 . 0.0 r4.02 ,.. 40.0 0.00- .670 3.40 0.00 .0.0 0.00 0.00 0.0 4.00 .40.0, .0.00 44 3 1.67 0 2.61 0.00 0,0 0.00 0.00 0.0.1,'. 4.02 0.00 31.670 3.40 0.00 0.0 0.00 0.00 0.0 4.00 40 ' 01 '. 40.0 0.00 . LINE LOADS (k/ft): Load Dist DL LL .Red% Type PartL 1 0.000 0.000 0.000 --- . onR 0.000 34.670 0.000.. 0.000 ..... . . •M.000 MOME'\IS ( Span Cond Moment kip-ft , if 4.. Center Max -i- 206.1 15 7 REACTIONS (kips) 5.. . Left, Right .: r' .• 1)1.. reaction 13 62 lvi ax -LL reaction 8.25 10.90 .1 -....Max -i-Lotal 1ea.Uon 18 7 • 24.52.." .5 ' r 0 S S - . • S , 4 4 4 4 .. ... ............................ 611 I ' .. "• .-:• 4 5't '5 S. ,, I . 55 ., WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks -. . TILT-UP PROGRAM (ACt 318-11 - 148) LOCATION: Building B. Grid 2-A 341 February2015 (2012 IBC/ 2013 CBC !ASCE 7-101' JOB NO: 15-014 7/2912015 15:29:13 • INPUT DATA: Bar Size 5 (0.31 irr12) Concrete Weight = 145.00 pcI - Number of Bars: 1.0 in 1.5 foot pier Wall Weight 150.00 pcI Steel Area (in1 Pier) = 0.31 in' f, = 60.00 ksi f= 4.00 icsi 0.75 g beta = 0.85 .. • Importance Factor (I) ,r 1.00 Es = 29000 ksi . . E0 = 3644 ksi r . F= 0.40Sos 1 W, = 0.300 xW.,, (ASCE 7•05 [12.11.11) n = 7.96 Wind = 26.00 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: - - Height (Span) = 31.00 it Osteel at Center Reveal Depth = 0.75 In 5tcd at Feca Steel Depth = 5.44 in 0-Steel at Face inside 3 Stirrups Parapet Height = 2.00 It 001 475 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 0 inches 7.25 inches 0 inches - WeighUsf = 0.0 PSI 90.6 psI 0.0 psf Full Opening I Pier Width = 0 feet 1.5 feet 0 feet 0.0 pU 135.9 pIt 0.0 pit Solid Panel Above: 31 feet 31 feel Height to too: C feet 0 feel Opening Opening Ht: 0 feet 0 feet Height to btnl: 0 feet 13 feet Solid Panel Below. 0 feet 0 feet -S SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Uniform; Point: Uniform: Point; Dead Load - 725.0 pit ' 0.0 lb 0.0 p11 0.0 lb Floor Uve Load 0.0 p1t 0.0 lb 0.0 pIt 0.0 10 Roof Live Load 535.0 pit 0.0 lb 0.0 p11 0.0 lb Snow 0.0 pit 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS. Par ASCE 7-O5l2.3.2 0 L L, S 6 CombinaGon 1: 11,40 1 1.400 Con'.binaiion 2a: 1.201- 1.6L -t-0.SL, 1 1.20c 1.600 0.500 CcnL'ir.aton 2o: 1.20 +1.6L + 0.5S 1.200 1.600 0.500 Combinalior, 3a: ......... 1.20 + i.SL,+ fL 1.200 0.500 1.600 Combination 35:., 1.20 + 1,6S t,L 1.200 0.500 1.600 Curabinalion 30: 1.20 1.6L. 0.5W 1.200 1.600 . '-0.500 Combination 34: 1.20 lOS 0.5W 1.200 1.500 0.500 Combination 43: 1.20 4 1.014 + f,L + O.SL, 1.200 0.500 ED. 10C . 1.000 CombinatiOn -15: 1 2) 4 I OW IL + 0.58 1.200 0.50(11 0.500 1.01)1) Combination 5: - 0.2 + E..)0 + 1.06 * f1.2S 1.350 0.500 0.200 1 1.000 - - Combination 6: 11 0.90- 1.0W 0.900 Com0inalin7: 10.9-E..)0 1.06 0.750 -1-000 Live Load Factor (1.0 or 0.5( (ASCE 75 (2.3.21 Exception 1) F.. C. 2S,0 = 0.150 x 0 ASCF 7.05 12.4 2)? fNote: U <=0.125 then F, = C) - - SUMMARY: Tension Vertical M I phi-M,, Controlled Stress Combination 'I: 8.6% 67.5% 22.1% 17.3% Combination 2a: 9.7% 66.3% - 21.8% 16.2% Combination 2b: 7.6% 69.5% 21.4% 14.8% Combination 3a 14.3% 659% ,22 l94%r Combination 3'o: , 7.6% 69.5% 21.4% 14.8% Combination 3c 52.3% 6,5.9% Combination 3d: 63.2% 69.5% 21.4% 14.8% Combination 4a: 64.4% 68.3% 21.8% 16.2% Combinatior4b: 60.9% 69.5% 21.4% 14.8% Combination 5 87 5°J- 680°' 21.9% 16.7% Combination 6: 75.5% 72.7% 205% 11.1% Combination 7: 76.3% 44% 20.0% 93% CHECK; OK OK OK OK Alternate ASO Load Combinations: Service Deflection 2.48 in A5 (in) 2006l8CEc(618) 034 2006 iBC Eq (16-20): 0.33 13.1% CHECK: OK - (i F i 1s)/K i L L I±;I I>ii rA.L I IWM! 5rFqRIN i(2." S S S I (A PIE - I\J >\IL<I LHL/ Ill II1 I I p I I 1 I 1 I ii I - SI. — - * - - — SI -.55 - - r:,.rc - •• / I F PAW — ......... i ]-T:7TTT I I — . rAfjL"/IFLIC-I.I .' - J -- — -j a. - WISEMAN+ROHY Structural Engineers . I PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.8) ILOCATiON: Building B. Pier 2-l/2-K.5 343 [ February 2015 (2012 IBC /2013 CB / ASCE 7-10) J JOB NO: 15-01-4 8/17/2015 11:07:33 INPUT DATA: Bar Size: 6 (0.44 inA2) • Concrete Weight 145.00 pci Number of Bars : 6.0 in 8.6 foot pier Wall Weight 150.00 pci * . Steel Area (lr Pier) 2.64 in f., 60.00 ksi = 4.00 ksi . S 0.75 g beta 0.85 Importance Factor (I) 1.00 Es = 29000 ksi - . . . E0 3644 ksi 0.40 S I W. = 0.300 x W (ASCE 7-05 (12.11.1)) n 7.96 Wind = 26.00 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: - Height (Span) 29.50 ft C Steel at Center Reveal Depth 0.75 in ®$teCI at Face Steel Depth = 6.63 in Qstc-ei at Face Inside 73 Stirrups Parapet Height 3.50 ft 1-11 Other: 4Th in Parapet Thickness 8.50 in Left Opening Middle Pier (design) Right Opening Thickness = 6.5 inches 8.50 inches 8.5 inches WeighUsf = 106.3 pet 106.3 psf 106.3 psf Full Opening 1 Pier Width 9 feet 8.67 feet 9 feet 478.1 p11 . 921.2 ph 478.1 pu Solid Panel Above: 20.5 feet . 20.5 tact Height to top: 9 feet 9 feet Opening Opening HI: 9 feet 9 feet • Height to bl.ni: 0 last C. feet Solid Panel Behow: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity = 6 25 in) Concentric Loads: Uniform: 1 Point: Uniform: Point: Dc-ad Load .425.0 pif 0.0 lb 0.0 pit 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p!f 0.0 lb Roof Live Load 500.0 p11 0.0 lb 0.0 pIt 0.0 lb Snow 0.0 pIt 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS: Per ASCE 7-05 (23.2] t) L L S E W Combination 1: 1.40 1.400 Combination 2t: 1.20 + 1.6L + 0.51. 1.200 1.600 0.500 Cornbinalicn 2b:. 1.20 + 1. + 0.5S 1.200 1.601) Combination 'Ja: - - -.. 1.20 4 1.6L, + LI - 1.200 0.500 1.600 Coniblitation 3b: 1.20 1.68 + fL 1.200 0.500 1.800 Combination Sc: 1.20 4 1.6L, 0.5W 1.200 ¶400 0.500 Combination 3d: 1.20 + 1.65 + 0.5W 200 1 1)00 0 500 Combination 4a: 1.20 + 1.9W + IL + 0.SL. 1.200 0.500 0.500 1.000 Cotr,binatior. 4b: 1.20 4- 1 OW • 056 1.200 0.500 0.500 .1.000 Combination 5: - 11.2 . E,)D it. 1 CE +0.2S 1.350 - 600 0.200 CombinationS: 0.90- 1.0W 0.900 -1.031) - Combination 7: (0.9-E.)D- 1.OE 0.750 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 [2.3.2) Excptin1) 0.2S 5D = 0.150 x 0 (ASCE 7.05 (12.4.21) tNote: It S 0.125 then 5, 0) SUMMARY: Tension vertical M. I phi-M, M0! phi-Ma Cantrolied Stress Combination 1: 5.4% 48.5% 28.8% 29.3% Combination 2a: 7.0% 49.30% 28.3% 27.4% Combination 2h: 1 4.8% 50.3% 27.7% 25.1% Combination Sc 11.5% 47 3 296% 324% Combination 3b: 4.8% 50.3% 277' 25.1% Cornbinaon . 43.7% 47.3 Combination 36: 37.5% 50.3% 27.7% 25.1% Combination 4a: 73.8% 49.3% 28.3% 27.4% Combination 4b- 71.7% 50.3% 27.7% 25.1% Combination 5: . E8o1 49.0% 26.5% 28.2% Combination 6: 69.6% 53.3% 26.1% 18.8% Combination 7: 76.2% :Q% 25.2% 15.7% CHECK:j OK OK 01< 01< Serice Alternate ASO Load Combinations: Deflection 2.36 in (in) 2006 IBC Eq (16-18): 1.36 57.7% 2006 IBC Eq (16-20): 1.52 i.4? - CHECK: 01< SUMMARY: V Tension Vertical / phi-M.1 M,,/phi-M, Controlled Stress Combination 1: 5.4% 48.5% 28.8% 29.3% Combination 2-a: 7.0% 49.3% -- 28.3% 27.4% Combination 2b: 4.6% 50.3% 27.7% 25 10/9 Combination Se 11.5% 47.2% Combination 3b: 4.8% 50.3% 27.7% 25.1% Combination 3c 43.7% 47.2% Combination 3d: 37.4% 50.3% 27.7% 25.1% Combination 4a: 73.8% 49.3% 28.3% 27.4% Combination 45: 71.7% 50.3% 27.7% 25.1% Combination 5 50 48.9% 28.5% 28.2% Combination 6: 69.6% 53.3% 26.1% 188% Combination 7: 76.2% i14i 25.3% 15.7% CHECK: OK OK OK OK Service Altemnale ASO Load Combinations: Deflection 2.36 in - 5(in) -. 2006 IBC Eq (1(5-18): 1.36 57.8% 2006 IBC Eq (16-20): -. 1.52 CHECK: ' OK '-V I WISEMAN+ROHY Structural Engineers - PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318.11 - 14.8) LOCATION: Building B. Pier 2-1/2-K 344 February 2015(2012113C/2013C13C/ASCE 7-10) JOB NO: 15-014 8/17/2015 11:07:51 INPUT DATA: V - Bar Size: 6 (0.44 inA2) Concrete Weight = 145.00 pct Number of Bars: 3.0 in 4.3 foot pier '- Wail weigh, 150.00 pd Steel Area (in'f Pier) = 132 iri V = 60.00 ksi V 4.00 ksi - a S= 0.75 g beta 0.85 Importance Factor (I) = 1.00 E = 29000 ksi Ec = 3644 ksi F =0.40S l W. = 0.300 x W,,(ASCE 7-05 (12.11. 11) fl" .. 7.96 Wind = 25.00 pat (LRFD) 4 phi (bending) = 0.90 * • PANEL DIMENSIONS: V V Height (Spar) = 2 9. 50 ft .- V V Sted at Center Reveal Depth 0.75 in ®Steal at Face Steel Depth = 6.63 in Osteel at Face inside 3 Stirrups V Parapet Height = 3.50 it '-.-'0t.,er-4.75 in - Parapet Thickness 8.50 in Left Opening Middle Pier (design) Right Opening Thickness = 8.5 tinches 8.50 inches 8.5 inches Weighbsf= 106.3 psI 106.3 psf - . • 106.3 psi Full Opening/ Pier Width = 9 feet 4.33 feel,- - 0 - feet 476.1 pit 460.1 pIt 0.0 pit Solid Panel Above: 20.5 feel 29.5 feet - Height 10 lop: 9 feet V 0 feel. Opening Opening HI: 9 feet . C) feet • Height to titni: 0 feet - C. feel Solid Panel Below: 0 feet - 0 feel SERVICE LOADING: Eccentric Loads: (Eccentrlty = 6.25 in) V Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 425.0 pit 0.0 lb . - 0.0 pIt - 0.0 lb Floor Live Load 0.0 pIt 0.0 lb V O.O.plf' 0,0 lb' Roof Live Load 500.0 pIt 0.0 lb . 0.0 Of - 0.0 lb Snow 0.0 p1t 0.0 lb . . 0.0 pIt 0.0 lb LOAD COMBINATIONS: PerASCE7-05f2.3,2j . L L, S S W Combination 1: 1.40 1400 Coinbineton 2a: 1.20 + 1.61- + 0.5L.1.200, 1.600 V -0-500 Combination 25: 11.20 +L6t, 0.5S 1.200 1.600 Combination 33: . 1.20 + 1.61.. - f.L - 1,200 - 0.500 -. 1.600 Conibinmion 35: 1.20 + 1.6S (,L 1.200 0.500. 1.600 Combination 3c: 1.21) + 1.6L0.5W 1.200 - , 1.600 0.500 Combination 34: 120 1.05 p0.5W m2lC. . )fl - 0.500 Cornbinafon 4a: 1.20 + 1.01P;-i 11L + 0.5L, 1.200 0.500 0.500 . 1.000 Comntnemkm 45: 1 20 + 1.01,11 1W ~ 0.53 1 200 05001 . 0.500 1.000 Commmbntiomi 5: ll.2 + E,lD f,L+ 1.OE 0.23 1.350 .0.500 . •. 0.200 1.000 Combination 6: jo.qo- 1.0W 1 0.900 - -1.000 Combination 7: iO,9. 5)0- 10 0.750 V ,• -1.000 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7.05 i2.3.2f Exception 1) 5. = 0 2S t) oistj x D (ASCE 7-05 I112.4,2 iNola: It = 0.125 then 5, = 0) INPUT DATA: . Bar Size: 6 (0.44 in2) Concrete Weight = 145.00 pct Number of Bats: 4.0 In 1.6 foot pier Wall Weight 150.00 p(;i V......• Steel Area (In'! Pier) 1.76 in' = 60.00 ksi S . $ f= 4.00 ksi S 0.75 g beta = 0.85 Importance Factor (I) = 1.00 E = 29000 ksi Ec 3644 ksi F,, 0.40 S I V= 0.300 x W.,, (ASCE 7-05 (12.11. 1).,, Il = 7.96 Wind = 25.20 psI (LRFD) phi (bending)" PANEL DIMENSIONS: 0.00 Height ( Span)" 29.50 Ii -Cisteci at center Reveal Depth = 0.75 in Osteel at face Steel Depth = 6.25 in ®Steei & Face inside C3 Stirrups Parapet Height = 3.50 ft Cother: 475 in Parapet Thickness = 8.50 in Left Opening Middle Pier (design) Right Opening Thickness = 6.5 inches 8.50 inches 8.5 inches - WeighUsf 106.3 psf 106.3 psi 106.3 PSI, Full Opening! Pier Width = C feet 1.67 feet 11 feel 0.0 0I1 177.4 plf 584.4 p11 Solid Panel Above: 29.5 feet 19.5 feet Height lotop: 0 feet 10 feet Opening Opening ht: 0, feet 10 feet Height to btrn: 0 feet 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: cceniridty 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load - 425.0 pu . . 0.0 lb 0.0 p1! 0.0 lb Floor Live Load. 0.0 plf 0.0 lb 0.0 p11 0.0 lb Roof Live Load 500.0 p11 0.0 lb 0.0 p11 0.0 lb Snow 0.0 p11 0.0 lb 0.0 p11 0.0 lb. LOAD COMBINATIONS: Per ASCE 7-0512.3.21 0 L L, S E W Combination 1: I 11AD 1.400 Ccnrbiiiaiicn 2r 1.20 + 1.8L + 0.51 1.200 1.600 1500 CombinatIon 25: 1,21) + 1.61. 0.55 1.200 1.600 0.500 Combination 30: -- 1.20 1.61., i1.L 1.200 0.500 1.600 Colnbln0Licn 3b: 11.2D + 1,65 + 1.1 1.200 0.560 1.600 Con1binstior1 3cr 1.20 + 1.6L. + 0.5W 11.2D 1.200 1.500 0.500 Combination In: . 1 66 +15W 1.200 1.600 0.500 Comb;naijon 40: 1.20+ .1.0W + f.L + 0.51- 1.200 0.500 0.500 .1.000 Cc,iibiniUonn sib: 1.20 +LOW , 1.1 0.55 - 1 200 0 500 0.500 . 1000 CombinationS: (1.2 E30 Q. 1.06 - 0.25 1.350 0.500 0.200 1.000 Ccmbntion 6: 0.90 - 1.0W 0.900 Combination 7: - 0.0 - 010- 1.OE 6.750 -1.000 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-0512.3.21 Exception 1) . . E 0.2Si) 0.150 sO (ASCE 7-0512.4.2)1 Note: ifS. '- 0.125 tc.n E, = 01 SUMMARY: Tension Vertical Mn I phi-M, Controlled Stress Combination 1: 4.4% 18.7% 943% 59.9% Combination 2a: 5.6% 18.9% 93.2% 58.2% Combination 2h: 3.8% 19.1% 91.9% 51.4% Combination 3a 9.4% 184 961% F 6% Combination 3b: 3.8% 19.1% 91.9% 51.4% Cornbi )d toO 3c. 36.7% 18.4%96 1 6% Combination 3d: . 29.9% 19.1% 91.9% 51.4% Combination 4a: 59.7% 15.9% 93.2% 56.2% Combination 4b: 57.1% ' 19.1% 91.9% 51.4% Combination 5: 62%: 16.8% 93.7% 57.8% Combination 6: - 53.4% 19.7% 88.4% 38.5% Combination 7 54 3 1 201% 86 6°' 32.1 CHECK: OK OK OK OK Service Alternate A$D Load Combinations: Deflection 2.36 in As (in) 2C06 !BC Eq(1618) 219 929% 20013 IBC Eq (16-20): 2.14 90.8% - OK SUMMARY:" Tension Vertical ,/ phiM,, M,,,' phi-Me, Controlled Stress Combination 1: 4.4% 18.7% 94.5% 60.1% Combination 2a: 5.6% 16.8% 93.5% 56.3% Combination 2b: 3.8% 19.1% 92.29,1; 51.5% Combination 3a: 9.4% 184'o Combination Sb: 3.8% 19.1% 92.2% Combination 3c 36 164°o 9646 6% Combination 3d: 29.9% 19.1% 92.2% 51.5% Combination 4a; 59.7% 18,8% 93.5% 56.3% Combination 4h: 57.1% 19.1% 92.2% 51.5% Combination 5: 25 18.8% 93.9% 57.9% Combination 6: 53.4% 19.7% 88.6% 38.6% Combria or 7 543 2O °/p 669% 32.2% CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflection .2.36--- p in - . 20061BCEq(1618) 220 930% 2006 IBC Eq (16-20): 2.15 90.9% CHECK: OK S r WISEMAN+ROHY Structural Engineers 1öT: Carlsbad Oaks TILT-UP PROGRAM (AC I 318-11 - 14.8) LOCATION: Building 1:3, Pier 2-1/2-H 4 346 [ February 2015 (2012 IBC 12013 C8C I ASCE 7-10) - - JOB NO: 15-014 8/10/2015 13:58:38 INPUT DATA: 1 Bar Size : 6 (0.44 in"2) Concrete Weight" 145.00 pcI Number of Bars: 8.0 in 3.3 fool pier Wall Weight = . 150.00 pcI Steel Area (In/ Pier) = 3.52 in ç = 60.00 ksi f= 4.00 ksi S05 0.75 g - beta 0.85 Importance Factor (I) 1.00 - E5 = 29000 1(51 E' 3644 ksi F -0.40 S I W..= 0.300 xW (ASCE 7-05 i12.11.1]) n= 7.96 Wind = 25.20 psi (LRFD) - phi (bending) 0.90 PANEL DIMENSIONS: . . . . Height (Span) - 29.50 ft i-. Stee. at Center . - Reveal Depth = 0.75 in C)seei at Face Steel Depth 6.25 in @'SL-Od at Face Inside ifl Stirrup Parapet Height= 3.50 ft 00-thor: 4.75 in Parapet Thickness = 8.50 in Left Opening Middle Pier (design) Right Opening Thickness = 8.5 inches 6.50 inches . 8.5 inches Weight/sIr 105.3 PSI` 106.3 PSI` k - 106:3 Full Opening / Pier Width 11 feet 3.33 feet 11 feet 584.4 p11 353.8 p11 . . " 564.4 pit Solid Panel Above: 19.5 feet 19.5 feet Height to top: 10 feet 10 feet Opening Opening HI: 10 feet . 10 feet - Height to bin 0 feet - . 0 feet - Solid Panel Below: 0 feet 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: - Uniform: Point: Uniform: Point: Dead Load .425.0 pIt 0.0 lb . . 0.0 Of .. 0.0 lb Floor Live Load . 0.0 p11 0.0 lb 0.0 ph , .0.O lb Roof Live Load 500.0 Of 0.0 lb . 0.0 p11 . 0.0 lb Snow 0.0ptl 0.0 lb 0.0 pit -. . 0.01b', LOAD COMBINATIONS: .Per ASCE 7-5 2(2.3.2) . 0 . • Combination 1: 11.40 1.400 Combination 2: 1.20 1.614 0.111., 1.200 1.600 • 0.500 - -. Combina:ion2o: 1.2D- 1.61 +r355 1.200 .1600 . - 0.500 Combination 3a: 1.20 + 1.6L. + f,L 1.200 0500 1600 Combination 3b: 1.20+ 1.6S+11i. 1.200 . 0.500 Combination 3c: 1.61, 0.5W .1.2D 1.200 - . 1.600 0.500 Combination 3d: 11.20+ 1.63+0.5W 1.200 4 . 1.600 . 0.500 Combination 4a: 1.20 + 1.0W + f!i. 0.5L 1.200 0.500 0.500 . 1.000 Combination 4b: 1.2D+ 1.0W+ (.h, +0.5S 1.200 0.500 0.500 .. 1.000 Comblnation 5: (1.2 E..1D i t,L + 1 0Ec2S 1.350 0.500 0.200 1.000 Comoinelon 5: lOOD - 1.0W - 900 Combination 7: I i0.9 - E,10- 1.OE 0.750 . . . 1.000 - 1 = 0.5 Live Load Facmr (1.0 or 0.51 (ASCE 7-05 12.3,21 Exception 1) E 0.25 D 0.150 . x 0 ASCE 7-05 12.4.2]) (Noie: It C 4= 0.125 lhCfl E 0) SUMMARY: Tension ' Vertical / phi-M, M, / phi-M,, Controlled Stress Combination 1: ' 5.4% 36.7% 38 6% 36.3% Combination 2a: 7.0% 37.3% 33.0% 35.9% Combination 2b: 4.8% 35.0% 37.2% 32.8% Combination 3a 11.5% 35.8% 39 7% 2 S% Combination Sb: 4.8% 38.0% .7:2% . 32.8% Comb/ration Sc , 1 7 44.7% 35 30 Combination 3d: 37.9% 38 0941: 37.2% 32.8% Combination 4a: 74.9% 37.3% 38.0% 35.90/* Combination 4b: - 72.5% 35.0% 37.2% 32.8% Combination 5 801% 3/1 / 38.3% 370 Combination 6: 69.8% 40.2% 35.1% 24.6% Combination 7 5°c 34.0% 20.54A CHECK: 01< 01< OK OK I Service Alto-mate ASD Load Combinations: Deflection 2.36 in As (in) 2006 IBC Eq (16-18): 1.95 2006 USC Eq (16-20): 2.00 CHECK; OK - I •' WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACt 318-11 - 14,8) ' LOCATION: Building B. Pier 2-1/2-0 347 [ February 2015 (2012 IBC 12013 CBC / ASCE 7-10) JOB NO: 15-014 8/1012015 13:59:21 .:... INPUT DATA: ... Bar Size: 6 1,0.44 inA2) Concrete Weight 145.00 pcI Number of Ears: 5.0 in 5.3 foot pier Wall Weight 150.00 pci - Steel Area (In/ Pier) 2.20 in' fV = 60.00 ksi • . ' l = 4.00 ksi S' 0.75 g beta = 0.85 i Importance Factor (J) 1.00 Es = 29000 ksi E0= 3644 ksi = 0.40 S I W,. = 0.300 x VI.,, (ASCE 7-05 (12.11.1)) n' 7.95 Wind 26.00 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: Height (Span) = 29.50 It 35teei at Center Reveal Depth = 0.75 in ®Sceel at Face Steel Depth = 6.63 in Oel Inside #3 Stirrups Parapet Height= 3.50' It Qc'cner: in - Parapet Thickness = 8.50 In Left Opening Middle Pier (design) Right Opening Thickness = 8.5 inches 8.50 inches 8.5 inches - WelghUsf= 106.3 psi 106.3 psI 106.3 pet Full Openig / Pier Width = 9 feet 5.33 feet 9 feet 478.1 pit 566.3 gIl -. 478.1 pff Solid Panel Above; 20.5 feet 20.5 reel • Height to top: 9 feet . 9 feet Opening Opening HL 9 feet 9 feet Height to btm: 3 feet 0 feet Solid Panel Below: 0 feet 0 feet SERVICE LOADING: - Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load . . 425.0 pit 0.0 lb 0.0 pIt 0.0 lb Floor Live Lod 0.0 p11 ' 0.0 ib 0.0 p11 0.0 lb Roof Live Load 500.0 plf 0.0 lb 0.0 pit 0.0 lb Snow 0.0 plf 0.0 lb 0.0 pIt 0.0 lb LOAD COMBINATIONS: _________________________ Per ASCE 7.0.5t2.3.21 -. I) L s is , w Cc.rnhinseon 1.l00 - CombinaUorr 23: 1 1.20 + 1.61- + 0.5L, 1.250 1.660 1500 Comhinnriôn 2h' 1.20 1.6L 4 3.55 ' 1.350 1.{0C 0.500 Combination Se: 1.20 i.GL, + fL - 1.200 0.500 1.600 Cmintioir 3b: . 1.204- 1.55 + fL 1.200 0.500 1.600 ' Comoinabon 3c: 1.20 + 1.61-, + 0.510i 1 .2 00 1.600 0.500 Combirraticcr3!: 1,20 + lOS 0.5W 1.200 1.600 0.560 Combination 4e: 2D 1' lOW + 1,L + 0.5L, 1.200 0.500 0.500 Combination 4b: 1.20 + 'I .0W + t,L + 0.5S 1,200 0.500 0.503 1.000 Conrouiatior 5: 1.2 El I) fL 1.00 *0.25 1.350 0.500 0.260 1.000 Combellilion C: J0. .o.i.ow - 0.90') 1 000 Cmb:ation 7: -' p6.0- 0,JD- 1.06 0.7e0 -1.000 1, 0.5 Live Load Factor 11.0 or 0.5) (ASCE 7-0 t2.3.21 Exception 1) O.2S0 0.150 aD (ASCE 7-05[12.4.211(Nore:t1S- 3.125 then E. 7. 0) WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks - TILT-UP PROGRAM (ACI 318-11 - 14.8) . LOCATION: Building 13, Pier 2-112-C.5 348 February 2015 (2012 IBC/ 2013 CBC / ASCE 7-10r JOB NO: 15-014 8/10/2015 13:59:30 INPUT DATA: Bar Size : 6 01.44 inA2) Concrete Weight = :145.00 pCf Number of Bars: 5.0 in 2 foot pier WaH Weight = 1 50.00 pcf Steel Area (In'/ Pier) = 2.20 in f = 60.00 ksi 4.00 ksi.' 0.75 g beta = 0.85 Importance Factor(l) = 1.00 Es' 29000 ksi E0 = 3644 ksi F,, 0.40S lW.= 0.300 xW, (ASCE 7.05112.11.1]) n= 7.96 Wind 26.00 psf(LRFD) phi (bending) . 0.90 - PANEL DIMENSIONS: Height (Soan)' 29.50 ij ' Stee at Center . Reveal Depth = 0.75 in Osceo: at Face Steel Depth = 6.25 in Face Ins -de #3 Scirrups . Parapet Height = 3.50 i "D Other:,4.75 .in Parapet Thickness = 8.50 in . . . . . Left Opening Middle Pier (design) . Right Opening Thickness = 8.5 inches 8.50 inches 8.5 inches Weightfsf = 106.3 psi 106.3 psI 1 106.3 psf Full Opening/ Pier Width = 3.33 feet 2.67 feel . - 12 feet 176.9 p11 283.7 pIt. . 637.5 pIt Solid Panel Above: 22 feet . 13.5 feet Height to top: 7.5 feet -- . 16 feet Opening Opening HI: 7.5 feet - . 16 bet Height tcbtrn: 0 feet . o feel - Solid Panel Below: 0 feet . 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Uniform: . . . Point: Uniform: Point: - : .. Dead Load Floor Live Load Roof Live Load Snow '..., C pIt 0.0 p11 500.0 pit 0.0p!t 0.0 lb 0.0 lb •. . . 0.0 lb . 0.o lb 0.0 p11 . p 0011 .., 0.0 p11 0.0-ph 0.0 IL 0.0 lb 0.0 lb 0.01b LOAD COMBINATIONS: . . . . Per ASCE7.0512.3.2] [ 0 S E W Coinbinaricri : 11 AD 1.400 Cornbinaticn 2: 1.20 .6L D.5L, 1.200 Cc-m51na11on2b: 1.20+ 1.61. 0 5S 1 200 1.600 . . Combination 3a: 1.20 1.61., + IL 1.200 0.500 1.600 Ccmbinaricn3b: 1.20 1.SS+fit 1 1.200 0.500 .. 1.600 Combination 3c: 1.20 1.6L. - 0.5W 1.200 . 1.600 . :0.500 Combination 3d: 1.20 1.65 0.310,' 1.200 . .. . 1600 . . . . 0.500 Cotribint1on 4a: 1.20 + iON + 1.1. O.5L 1.200 0.500 0.500 1.000 Cornbinaiion 4b: 1.20- 1.0%.V + fL 0.5S 1.200 . 0.500 . . 0.500 1.000 Combination 5: il.2 E,,iD -1.1. 4 1.05- 0.25 1.350 0.500 - . 0.200 1.000. - Combination 6: 0.90- 1.0W 0.000 . . --.. . ,0O Comhur310r7 9 6 1.13-E 0.750 Live Load Ftor (1.0 or 0.5) (ASCE 7-05 (2.3.2 ECeIN1On 11 5. = 0.2S05 0 = 0.150 x o pSC5 7.05112.4.21) (Ncte: if SOc< 0.125 then 6. = Dl SUMMARY: Tension Vertical M! phi-M. M / phi-M Controlled Stress Combination 1: 4.8% 22.8% 74.7% on1binatjon 2a: 6.2% 23.0% 73.9% 46% Combir.aiicn 2b: 4.2% 23.3% 72.7% 43.3% Combination 3a 10.3% 22.3% Combination 3b: 4.2% 23.3% 72.7% 43.3% Corn oina or 3c 4C / 22.3% Combination 3d: 33.3% 23.3% 72.7% 43.3% Combination 4d b5% 23.0% 739 Combination 4h: 63.8% 23.3% 72.7% 43.30,, Combination 5: 54.7% 22.9% 74.2% . 48.7% Combination 6: . 60.2% 24.2% 69.7% 32.5% Combinauon 7: : 4S.4%24: 68.3% 27.1% CHECK: OK OK OK OK 'Service Alternale ASD Load Combinations:. . Deflection .1.. 4 .,.. 4 ,1. ..- .. r. 2.36 in t. 20C6I6CEq(1616) 19 2006 lBC Eq (16.20): 1.5$ . 65.3% CHECK: .0K DATA: .-......... INPUT - Bar Size: IS (0.44 in2) Concrete Weight= 145.00 pcf Number of Bars: 8.0 in 4 foot pier Walt Weight" 150.00 pcI • Steet Area (lni Pier) = 3,52 in' 60.00 ksi f= 4.00 ksi Sos g beta = 0.85 Importance Factor (I) = 1.00 E = 29000 ksi 3644 ksi 0.40 S 1 W 0.300 xW0, (ASCE 7-05 (12.11.1)) n 7.96 - . . Wind = 25.20 psf(LRFD) phi (bending:) 0.90 PANEL DIMENSIONS: . Height (Span) = 29.50 ft '_•'o- -. L: =c- m Center Reveal Depth = 0.75 in C) Steel at Face Sleet Depth = 6.25 in ®steer at Face Inside #3 Stirrups - Parapet Height = 3.50 It 0 0., h e. 4.7 5 in Parapet Thickness = 8.50 in Left Opening Middle Pier (design) Right Opening Thickness = 8.5 inches 6.50 inches 8.5 Inches Weight/sf= 106.3 psI 106.3 psI 106.3 psI Full Opening i Pier Width = 12 feet 4 feet 12 feet 637.5 pit 425.0 pit 637.5 pit Solid Pariei Above: 13.5 feet 13.5 feet -. Height to top: 16 tee 16 feet Opening Opening HI: 16 feet 16 feet - Height to btm: 0 feet 0 feet Soild Panel Blow: 0 feet 0 feet WISEMAN+ROHV Structural Engineers Ti5'öJF.CT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.6) ILOCA11ON: Butding B, Piet 2-1/2-C 349 hnr,001c(7n1 inr' (' J fl1l R(' / r-o 7.1m I - ir'ir KiC1' 1CZJA O11fli7A l.i.fiti., SERVICE LOADING: Eccentric Loads: (Eccentricity 8.25 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 425.0 pif .. 0.0 lb 0.0 pit 0.0 ib Floor Live Load 0.0 pit 0.0 lb 0.0 pit 0.0 lb Roof Live Load 500.0 pit 0.0 lb 0.0 pit 0.0 1 Snow - 0.0 pit 0.0 lb 0.0 pit 0.0 lb LOAD COMBINATIONS: Per ASCE7-05(2.3.2l - ' 0 L L, S 0 .. w CombinatIon 1:' 'I .40 1.400 Combination 2: , 1.20 1.6L 4 6.9L 1.200 1.600 Combination 2h:. 1.20 1 6L.0.55 1.200 1.600 Combination 3e: 1.20 + 1.OL. +IL 1.200 0.500 1.1500 Combination Sb: 1.20 1.65 + f,L 1.200 0.500 1.600 Combination Sc: 1.20 + 1.61.. + 0.5W 1.200 1.600 0.500 Combination Sc: 1.20 1M.S * 13.5W 1,200 ' 1 600 0.500 Comnbi:1omion4e: 1.20 +1.0Wi- f,L + 0.5L 1.200 0.500 0.500 1.000 Combination 4: 1.2D + 1,0W + f1L 4 0.55 i.200 0.500 0.500 .1 000 Ccmbintion 5:' 11.2 ~ E)D fL + 1.004 0.2S [L350 0.500 0.200 1.000 Ccmhintian - (ceo - l0111-i -I 0.900 ti- Combination 7:' Ji0.9-E.JD-1.0E 0.750 1 .1.000 j,= 0.5 Li',e Load Factor (1.0 or 0.511 tASCE 7-05 (2.3.2) ExceLn 1) = 0.2SD 0.150 x (ASCE 7-05 [12.4.2)) (Note: If $ <r 0,125 loan 0. = 0) SUMMARY: " ' Tension Vertical M / phiMr Controlled Stress Combination 1' ' 4.7% 21.7% 78.9% 50.6% Combination 2a: 6.1% 21.9% 78.1% 47.9% Combination 2b: 4.1% 22.2% 76.9% 43.4% Combination 3a 10.2% 21.3% 80 8 57 7% Combination 3b: 4.1% 22.2% 76.9% 43.4% Combination 3c 38.6% 21.3% Combination 3d: 31.5% 22.2% 76.9% 43.4% Combtnaticn4a 6Q% 219% 78 1% "9,o Combination 4b: 60.3% 22.2% 76.9% 43.4% Combination 5: 48.5% 21.9% 78.4% 48.8% Combination 6: 56.9% 2.3.0% 73.9% 32.6% Combination ' 429 2'4%" 72 43c. 271% - , CHECK: OK OK OK OK .1 I ' Service AtternataASD Load Combinations: Deflection - = 2.36 in ' $ r5 (in) 2006 1 DC Eq (16-118): 2.19 92 2006 IBC Eq (16-20): 1.32 , 56.1% CHECK: OK Service. Alternate ASO Load Combinations: Deflection -, ,•.. . 4 - 2.36' in 2006 IBC Eq (16-18): 41.45 61.4% 2006 IBC Eq (16-20): 1.57 CHECK: OK S .. - WISEMAN+ROHY Structural En9ineers I PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACt 318.11- 148) - LOCATION: Building B, Pier 2-1/2-13.5 350 rebruar, 2015 (2012 BC /2013 CBC! ASCE /10) . JOB NO: 1.5-014, &.10,12015 . 14.00.37 .... . INPUT DATA: Bar Size: S {0.31 in2j Concrete Weigh = 145.00 pcf - Number of Bars: 2.0 in 1 foot pier Wall Weight = 150.00 pcI Stee(Area (ln'iPier)'. 0.62 in P60.00 ksi ' 4.00. ksi S05 - 0.75 9 ' beta= 0.85 Importance Factor (1) 1.00 E 29000 ksi . -. 3644 ksi F, = 0.40 S05 IW 0.500 xW.,, (ASCE 7-05[12.11.1)) . n 7.96 . Wind = 26.10 psI (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Span) = 29.50 Ii ,_,Steel a, Centr . Reveal Depth 0.75 in Osteet at Steel Depth = 6.31 in 06-Steeiat ace Inside 3 SCirrus Parapet Height = 3.50 ft Qoth in . Parapet Thickness = 8.50 in Left Opening Middle Pier (design) .. Right Opening Thickness = 5.5 inches .50 inches . 0 inches Weight/sf = 106.3 psI 106.3 psi - 0.0 PSI` Full Opening / Pie! Widih= 3.33 feet 1 foot- . ' 0 feet 176.9 p11 106.3 p11 . - 0.0 p11 Solid Panal Above: 22 feet . . .. 29.5 feel Height totop: 7.5 feet - . -; .•". 0 feel . Opening Opening HI: 7.5 feet . . . 0 feet Height to btm: C. feel . .9. o feet Solid Panel Below: C . feel . . .0 feet LOAD COMBINATIONS: . . PerASCE7.0512,3.2) ________________________ Co:nbina0on 1: 1.60 1.100 Combination 2a: 1.20+1.6L 4 0.1,L - 1.200 1.600 0500 . . Ccmhinat,n 2b: 1.20 l.OL 0.59 1.200 .1 600 , : ' Combination 3a: 1.20 + 1.5L. +f.L 1.200 0.500 1.600 Cc-mbinCtioil 3b: 1.20.- 1.CS~ iL 1.200 0.500 1.60fl0 . CombinIion Sc: 1.20+ 1.6L, 4 0.5W 1.200. * ' '•. 1.600 Cori) bination 3d: 1,20 1.65 +0.5W . . 1,200 . . 1.600 ' . 0.500 Ccrubiriatjcn 4a: 1.20+1.0W f5L 4 0, Tbo - 0.500 0.500 - - -, . . 1.000 - Combinaton 4b: 1.20 + 1.0W + + C.SS . 120 . 0.500 0.500' - . , 1.000 Corn binationS: 0.2 + EJD f,L + 1,00 '-0.2S 1.350 0.500 - . - - 0.200 1.001) - Cornbin.ition 5: (i90.1.CV . 0.900 . , .. .1.000 Cnoina5on 7: (0.9 -E)D - 7.ICE 0.750 1, = 0.5 Live Load Factor tIC or 0.51 (ASCE 75 [2.3.2] Exception 1)' - -0.2S..50 0.150 x C (ASCE 7.05 [12.4.2i) (Nole: if S < 0.125 than E., = 0) SUMMARY: Tension Vertical M.- I phi-Ma .rn'---------------,-•--.-. M / phi-M, Controlled Stress - Combination 1: 4.2% . 28.9% 55.8% 385% Comblna6on 2a: 5.4% 29.3% 55.1% 36.0% Combination 20: -- 3.7% 29.7% 543% Combination 3a 9.0% 28.41% Combination 3b: 3.7% 29.7% 54.3% 33.01,1c. Combination 3c 33.3% 25.4%,569% 42 % Combination 3d' 23.1% .29.7% 54.3% 330% Combinaticn 4a: 55.6% 29.3% 55.1% 36.0% Combination 4b: 53.7% 29.7% 54.3% 33.0% m Cobination 5: 61:j: 29.1% 55.4% - 37.1% Combination 6: 514% 30.8% 52.1% 24.7% Combination / 56.5% 31 4% • 56.9% 20.6% CHECK: OK OK OK . OK SERVICE LOADING: Eccentric Loads: (Eccentricity = 625 in) Concentric Loads: Uniform: Point: Uniform: Point: Dead Load 425.0 p11 0.0 lb 0.0 p11 0.0 lb Floor Live Load 0.0 pif 0.0 lb 0.0 plf 0.0 lb Roof Live Load 500.0 Of 0.0 lb 0.0 p11 0.0 lb Snow 0.0 p11 0.0 lb 0.0 p11 0.0 lb LOAD COMBINATIONS: ' Per ASCE7-05(2,3,21 D L L. S } S W CombinatIon 1:' 11.40 1.400 Conibinaijon 2a: 11.20 + 1.SL 0.5L, 1.200 1,600 0.500 Coihirwilo,: 21): '. '1.20 1.61. 055 '.200 1.600 0.500 Cornbinz,ioi3a: • 1,20 i.6L f,L 1.200 0.500 .1.600 6mhinaiion3b: • 1.20+ 1.6S± 1.i, 1.200 0,500 1.500 Combination 3c: 1.20+ 1.6L. 0.5W 1.200 1.600 0.500 Co,nL',nor 3d: 1.20 • lOS 0.5W 1.200 1.600 0.500 Combination 4s:. 1.20 + 1.0W + 1.1, + 1 1.200 0.500' 0.500 1.000 Combination 4b: . 1.2.0 + 1.0W 4 fL 0.5S - 1.200 0.500 0.500 1.000 Co,,binaton 5: ,•_ 11.2 E.ID ft 06 0.2S ) 1.350 0530 3.200 1.000 Co,nbinsnon 0: Jo.00 - 1.0W 0.900 -1.000 Co,ilbinatior, 7: ji0.9_- E 10 -1.65 0.750 -1 coo 0.5 Live Load Facior (1.0 or 0.51 (ASCE 7-013 2.3.2J exception 1) 0.2S0 = 0.150 X0 ASCE 7-05 112.4.2i' (Note: If S < 0.125 then E,, = 01 SUMMARY: ' Tension Vertical / phi-M., (4. 1 phi-M, Controlled Stress Combination 1: 5.0% 35.3% 45.8% 37.9% Combination 2a: 6.5% 35.8% 45.2% 35.4% Combination 2b: 4.5% 36.4% 44.4% 32.5% Combination 3a 109 o 34 5'3 47Q% 41 $% Combination 3b: 4.5% 36.4% 44.4% 32.5% Combination 3c 2 9% 34.5%4T0% 41 95 I Combination 3d: 35.9% 36.4% 414.4% 32.5% Combination 4a: 71.4% 35.8% 45.2% 35.4% Combination 4b: 68.8% 36.4% 44.4% 32.5% Combination 5 182% 35.5.1 45.5% 36.6% Combination 6: 65.6% 36.1% 42.1% 24.4% CcminiToa 7 71..2% 9 1% 410% 203% CHECK: OK OK OK OK Service Alternate ASO Load Combinations: Deflection I. 2.36 in 2006ISCEq(16-18): 1.89 80.1% 200618C Eq (16-20): 2.03 t/o CHECK: OK A" I - - WISEMANfROHY Structural Engineers PROJECT: Carlsbad Oaks -• I TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building B, Pier 2-1/2-13 351 S February 2015 (2012 tEd 12013 CSC ; ASCE 7-10) JOB NO: 15-014 8/10/2015 14:00:50 -.. 0 . INPUT DATA: Bar Size: 6 (0.44 inA2) Concrete Weight = 145.00 pct Number of Bars: 3.0 in 2.7 foot pier Wall Weight = 150.00 pcf Steel Area (i)4 Pier) = 1.32 in4 f = 60.00 ksi f,.1, 4.00 ksi • . ,S05 = 0.75 g beta = 0.85 lmportancc- Factor (i) 1.00 E5 = 29000 ksi . . . 3644 ksi F~ 0. 40 SD,, I W.,= 0.300 xW. (ASCE7-05 (12.11. 1)) n 7.96 Wind = 26.10 psI (1 RFD) phi (bending) = 0.90 PANEL DIMENSIONS: Height (Spar:) = 29.50 ii Osteel at Center - Reveal Depth = 0.75 in OSteel at race Steel Depth 6.25 in ®Steel at Face inside 43 Stirrups Parapet Height = 3.50 ft COiner: 475 in Parapet Thickness 8.50 in Left Opening Middle Pier (design) Right Opening Thickness 8.5 inches 6.50 inches 0 inches WelghL4sf = 106.3 psi 106.3 psI 0.0 psI Full Opening / Pier Widti1 = 9 foot 2.75 feet 0 feet 478.1 0- 292.2 plf 0.0 p11 Solid Panel Above: 21.5 feet 29.5 feet I Height to top: 8 feet 0 feet Opening 11 Opening HI: S feet 0 loot -_- i.Heightlohfm: 0 feet 0 feet Solid Panel Below: 0 1 feet 0 feet :. •: .• .. • WISEMAN+ROHY Structural Engineers . PR'OjEC'T: Carlsbad Oaks TILT-UP PROGRAM (ACt 318-11 -14.8) jLOCATION: Budding 6, Pier 2-A/2-2 352 • Fetlruary20l5 (2012 lBC (2013 CBC /ASCE 7-10) JOB NO: .15-014 8/1012015 14:05:20 INPUT DATA: . Bar Size: 6 (0.44 in'2) Concrete Weight = 145.00 pc1 Number of Bars: 7.0 in 4 foot pier . Wall Weight 150.00 pd Steel Area (ki11 Pier) 3.08 in :f = 60.00 ksi f 4.00 ksl SDS 0.75 beta= 0.85 Importance Factor (1) 1.00 . Ej = . 29000 ksi Cc 3644 k&i F.. = 0.40 1 W.. = 0.300 xW (A SCE 7-05 [12.11.11) . In = 7.96 Wind = 25.20 pa1 (LRFD) phi (bending) = 0.90 PANEL DIMENSIONS: •• Heigh, (Span', 31.00 ft ,--., Cci:c Reveal Depth 0.75 in Stoet at Face Steel Depth 5.36 in 0 Steel at ECCe inside #3 Stirrups Parapet Height = 2.00 ft . 00tser: 4.75 ill • Parapet Thickness 7.25 in . . . Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weightisf 90.6 psI 90.6 psI - 90.6 PSI Full Opening / Pier Width = 0 feet 4 feet . . 12 feet - 0.0 p11 . 362.5 p11 .- 543.8 . p11 Solid Pnei Above: 31 feet ., . 15 . feet Height to top: 0 feet . . - 15 feet Opening Opening .4t: 0 feet . 16 (eel Height to btrn: 0 fIlet . . . C. fIlOt .. Solid Panel Below: 0 feel . 0 feet SERVICE LOADING: Eccentric Loads: (Fccentcidty = 6 25 . Jr.) Concentric Loads: - _____ Uniform: Point: . Uniform: . I Point: Dead Load 52.0 pit 0.0 lb i 0.0 p11 • 0.0 lb Floor Live Load 0.0 pif 0.0 lb . - 0.0 p11 0.0 lb Roof Live Load 80.0 p11 • 0.0 lb • - & . 0.0 pit 0.0 lb Snow 0.0pif . .. 0.01b . ... O0plf 0.0 lb LOAD COMBINATIONS: . - -. Per ASCE7-05(2.3.2j 0 . L ;_L S - S W Cornoinalion 1: 11.40 1.400 - Comh#rauon 2,9: 1.20 + 1.6). 4- 0.5L, 1.200 1.600 - . . 0.500 Ccinbs'.rion 211: 1.20+ 1.6L 0.5S 1.200.. % Combination Sa: 1.2D + 1.6)., +tL 1.200 1 0.500 . .1.600 .. . I Combination 38: 1.20 + 1.6S +lL 1.200 0.50(1 . .. •• 1.600 iP bi )LOfl 3c 1.20 6_ 0 0). 1 6't) 500 Comltiurat1on3c): . 120-1MSni5W . 1200 • b '. .600 15013 Combintton 4a: 1.20 + LOW + ft. • 0.5L 1.200 0.500 0.500 -. 1.000 Cnmhnaluon4b: 1.20-1.OW.f.L40.53 1.200.. . 0.500 . ;. 0.500 . 1.000 Corntanm:on5: 11.2. E.)Di.l. 1 Q •(S i .350 t.,0.501. -. . '. -....0 200 f limO Combination 6: 0.9D - 1.0W 0.900 - Comnbmnation 7: (0.9 - EiD 1.05 0.750 -1.000 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 12.3.21 Exception 1) E, 0.25050= 0.150 x jASCE 7-05 112.4.2fl (Note: if S < 0.125 then EsO) SUMMARY: Tension Vertical / phi-M5 M / phi-M, Controlled Stress Combination 1: 0.5%.22.8%1/26%fL/- Combination 2a: 0.7% 23.0% 72.2% 23.2% Combination2b: 0.5%23.1%72.1%22.7% Combination 3a: . 1.4% 22.9% 72.5% 24.4% Combination 3b: 0.5% 23.1% . 72.1% 22.7% Combination 3c: . 27.4% 22.9% 72.5% 24.4% Combination3d: 26.5%23.1%72.1%22.7% Combination 4a 53 1% 23 0° 722 23.2% Combination 4b: 52.7%23.1%72.1%22.7% Combination5: 41.1% 22.9% 72.8%255% Combination _6: 50.5%23.5%70.6%17.0% Combination / 3'_5-s _-237%_698%142_'m CHECK: fOK OK OK OK Service Alternate ASD Load Combinations: Deflection • j• V - • I, . . .1 • 248 in - .2006 IBC Eq (16:18): 2.27 2006 IBC Eq (16-20):. 1.24 50.0% CHECK: .................OK WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building B, flier 2-Al2-2.2 353 February 2015 (2012 IBC/2013 CBC/ASCE 7-10) JOB NO: 15-014 8110/2015 14:04:53 INPUT DATA: - ......... - Bar Size: 6 (0.44 inA2) - Concrete Weight =. 145.00 pcI Number of Bars 9.0 in 4 foot pier Wall Weight r 150.00 PCI S . ......Steel Area (lrt/ Pier) = 3.9 60.00 ksi f0 = 4.00 ksi S 5 0.75 g beta r 0.85 Importance Factor(l) 1.00 E5 = 29000 ksi Ec 3644 ksi F = 0.40 S I W., = 0.300 xW (ASCE 7-05 (12.11.11) n 7.96 Wind = 25.20 psi (IRFD) phi (bending) 0.90 SERVICE LOADING: Eccentric Loads: (Eccentricity =6.25in) ConcentricLoads: Uniform: - Point: Uniform: Point: Dead Load 52.0 pif 0.0 lb 0.0 ptf 0.0 lb Floor Live Load 0.0 pif 0.0 lb 0.0 p11 0.0 lb Roof Live Load 80.0 plf 0.0 lb 0.0 plf 0.0 lb Snow 0.0 Of 0.0lb 0.0 plf 0.0lb LOAD COMBINATIONS: PerASCE7-0512.3.21 .. J 0L L --S EW Coirbiniion 1: -- 1 40 1.400 Combination 2a: - 1.21) 4 i.SL + 0.5L, - 1.200 1.603 0.500 Combinaiion2o: _, 1.23-1,61. _hiSS 1 1.600 0.500 Cornbinoion 33: 1.21) tEL IL 1.200 0.500 1.600 CombinaUci) Sb: 1.20 + 1.6S I, L.1,200 0.530 1.600 Combination Sc: 1.20 i' 1.6L. 0.5W 1.206 1.600 0.500 Combination 3d:' _1.21)• _.SS _0.5W 4 .200 1.600 0.500 Combination 4a: ' 1.20 1.0W + f.:-+ 0.5L 1.200 0.500 0.500 1.000 Combination 4t.: _1.20+1.0W 4 I.L +OIlS 1.230 0.500 0500 1.000'' Comoinafcn5: __11.2+030 +i,L 4 1.00 0.25 1 1.350 0.500 0.200 1.000 Combination5: _(0.90 .1()i 0900 - i.1)00 Combinaton 7: I0.9 - E,.iD . 1.00 ' 0.750 -1.000 = 0.5 Lisa Load Factor (1.0 or -a 5' (ASCE 7-05 [2.3.2] Exception 1) Eio 0.2S,O 0.151) x 0 (ASCII 7-05 112.4.211 tNole: if S,,,s=C.125U,en E.=0) PANEL DIMENSIONS: - Height (Span) = 30.75 it Ostc-ei at Center Reveal Depth = 0.75 in 06-St-eel ak Face Steel Depth r 5.38 in Qstoei at Face Inside P3 Sthrps Parapet Height 2.25 ft OOcher: 4.75 in Parapet Thickness 7.25 in Left Opening Middle Pier (design) - Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches Weight'st 90.6 PSI 90.8 psi 90.6 psI Full Opening I Pier Width = 12 feet 4 feet 3.33 feet 543.8 p11 362.5 plf 150.9 ph Solid Panel Above-1475feet - 23.255 feet Height to top: 16 .feet 7.5 feet Opening Opening Hi: 16 feel 7.5 feel Heighttobtm: 0 feet 0 feet Solid Panel Below: 0 feel 0 feet .. SUMMARY:- . .. ........ . Tension Vertical Mv / phiM1, Msr / PhiMr Controlled Stress Combination 1: 3_5 18_5"__933%__31_% Combination 2a: 0.7% 15.7% 92.3% 27.6% Combination 2b: 0.4%18.7%92.1%27.0% Combination 3a: 1.3% 18.6% 92.7% 29.0% Combination 3b: 0.4% , 18.7% 92.1% 27.0% Combination 3c: 25.7% 18.6% 92.7% 29.0% Combination 3d: 24.8%18.7%92.1%27.0% Combination 4a: -498% 187% 923% 276% Combination 4b: - 49.4%18.7%92.1%27.0% Combination 5, 39.7%18.6%93.0%.304% Combination6: 47.2%19.0%90.3%20.2% Combination 7 36_7"__49_%'__89_40,_16_9' CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflectitin = 2.46 in . 2006 IBC Eq i 6-18): 2.35 9 4% 2006 lBC Eq (16-20): 1.45 CHECK: OK LOAD COMBINATIONS: Per ASCE 7-05[2.S.2] JO .L: L, S. .i C W Combination 1: 11 .40 Combination 2s: 1.20 + 1.6L + 0.5L, 1.200 7 1,600 0. _500 Combination 2b: 1.20 + 1.6L + 0.5$ 1.200 , 1.800 0.500 . Combination Sa: 1.20 + 1.6L. +f.L 1.200 .0.50(1 ' 1.800, Combination Sb: 1.20 + lOS -1,L 1.200 0.500. '• , - Combination Sc: 1.20 + i.OL, + 0.5W 1.200 . '" 1' 1.600 . .. i.600 - -j-.' 0.500 Cornoinalion 3d: 1.20 + 1.55 + 0.51N 1.2CC '. . . . =.. 1.600. Comoinalion4a: 11.2D + 1.OW+ 1,L +0.5L, 1.200 0.500 0.500 . , ' 1.000 CombinatIon 4b: 1.2D + 1,0W fL v 0.5S 1.200 ' 0.500.- . 0.530 Ccmbinticn 5: (1.24' E-1D + f,L + iCE + 0.2$ 1.350 ' 0.500 0.200 1.000 Combination 6: 0.90- 1.0W Combination 7: (0.9-E)D- ICE 0.750 . -1.0(10. f. = 0.5 Li-/C Load Factor (1.0 or 0.5) (ASCE 7-05 (2.3.2) Exception 1) E. = 0.2SoD 0.150 ASCE 7-05 112,4.21) (Note: IF SUMMARY: " Tension Vertical tvt / phi-M,, k&, I Phi-K, Controlled Stress Combination, 1 05% 264% Combination 2a: 0.7% 26.5% 72.3% 20.1% Combination 2b: 0.4% 26.714, 72.2% 19.7% Combination 3a: 1.2% 26.5% 72.6% 21.0% Combination Sb: 0.4% 26,7% 72.2% 19.7% Combination Sc: 24.2% 26.5% 72.6% 21.0% Combination 3,1: __23.4% 26.7% 72.2%19.7% - Combination 4a: 46.5% 26.6% 72.3% 20.1% Combination 4b: 45,5%25.7%72.2%19.7% Combination 5: 1455%_26_4%729%22_2°a Combination6: 44.3%27.1%70.8%14.8% Combinajon7 f -142% _274%_..___70_1% _123% CHECK: 1_OK OK OK OK ' Service Alternate ASD Load Combinations: Deflection • 2.46 .. U) 5 (in) 2006 18C Eq (16-18) 1.70 .2006 IBC Eq (16-20): - 1.50 61.0% -CHECK: :0K ..._ , ,, , , r WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks • TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building 13, Pier 24,12-2.5 354 • February 2015(2012 IBC 12013 CBC/ASCE 7-10) JOB NO: 15-014 8/1012015 14:05:54 ... INPUT DATA: Bar Size: 6 (0.44 inA2) - Concrete Weight = 145.00 pc( Number of Bars: 3.0 in 1.6 foot pier ' WaL'Weight = 150.00' pcf Steel Area (1n2 / Pier) 1.32 in' f 60.00 ksi ' fc = 4.00 S1.5 = 0.75 g - . ., beta = 0.85 .. Importance Factor (1) 1.00 . - . E5 . 29000 ksi ' - Ec = 3644 ksi F0.40S05 l W 0.300 xW., (ASCE 7-05 12.11.11) ,. n=• 7.96 ' Wind 25.20 psi (LRFD) ' phi (bending) 0.90 PANEL DIMENSIONS: . Height (Span) 30.75 ft . S-d a t Cc me. . . - Reveal Depthi = 0.75 in QsteeiatFace ' . - Steel Depth = 5.00 in ®5ei at Face Inside #3 Stirrups • . Parapet Height = 2.25 ft Cotner: ' 4.75 in Parapet Thickness 1.25 in . Left Opening Middle Pier (design) Right Opening Thickness 7.25 inches 7.25 inches ' 0 inches - Weight/st = 90.8 psI 90.6 psI 0.0 psI Full Opening I Pier Width = 3.33 feet 1.63 feet - 0 feet 150.9 pIt 165.8 p1t . . 0.0 . pif. Solid Panel Above: 23.25 feet . '30.75 feet Height to lop: 7.5 feet , ' - 0 ' feet Opening Opening Ht: 7.5 feet . ' . 0 feel Height to btm: 0 feet . . ' 0 - feet Solid Panel Below: 0 feet '-- 0 feet SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: - Uniform: - Point: . Uniform: Point: Dead Load '' ' ' 52.0 plf " " 0.0 lb 0.0 p11 0.0 lb Floor Live Load 00 p11 0 0 lb 00 pIt 00 tO Roof Live Load 80.0 pit 0.0 lb . .: 0.0 pIt . (1.0 lb Snow 0.0 Pb , 0.0 lb .e 0.0 pIt . . 0.0 lb .4 - S (Zr gL ::T:: ::;:;:;± T±L:;l:::. :.::::;:.::T p::.;::±:T::;' .1:.; •. f: - f I TV 1• II I . 3 p,iL.f9 fA I 1 I :.:T::TTT..:4 I H 'r = ii 4_ LI 1 _4 - - . - •- . . .4 . 4..- - 4.. WISEMAN+ROHY Structural Engineers - PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACI 318-11 -14.8) LOCATION: [5uilctingB, Pier 2-3/2-9.6 356 Pebruar'j 201S (2012 lP.0 I 2011 CP.(' I AP.CP 7-101 .irP. MCi' 15-014 Rjlnr,nls '-- . INPUT DATA: . ' Bar Size 6 (0.44 iriA2) Concrete Weight 145.00 pcI Number of Bars: 4.0 in 4 foot pier z Wail Weight = 150.00 :pcf Steel Area (ln! Pier) 1.76 in 60.00 ksi r= 4.00 ksi S= 0.75 g . beta = 0.85 . Importance Factor (I) 1,00 - * E = 29000 ksi . Ec 3644 ksi ,. '''• F=0.40 S1w= 0.300 xW, (ASCE7-05 j12.11.1)) - n = 7.96 Wind r 26.10 psI (LRFD) phi (bending) = -' 0.90 , PANEL DIMENSIONS: . . Heigh, (Span)= 29.50 Il C5ee at Ce/rter - * Reveal Depth = 0.75 in ®Steeiaface .' Steel Depth = 5.3$ in 0 steel t Face inside # 3 5tirr'p1 Parapet Height= 3.50 ft Qou'ter: 4.75 in . . Pat'apot Thickness w 7.25 in . Left Opening Middle Pier (design) Right Opening Thickness 0 inches 7.25 inches 7.25 inches weighusf= 0.0 pst 90.6 psf, ' ' 90.6 psI Full Opening/ Pier Width = 0 feet 4 feet 7.5 feet 0.0 pif ,,_,,,,,,,_,,_,_362.5 pit 339.8 p11 Solid Panel Above. 29.5 feet . 19 feet Height to lop. 0 feet , . . ' 10.5 feet .., Opening Opening Hi. 0 feet . . 7.5 feet Height to him- 0 feet . . 3 feet Solid Panel Below: 0 feet - 3 feel SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) Concentric Loads: Uniform: Point: Uniform: . Point: Dead Load .325.40 p11 . 0.0 lb : 0.0 pit 0.0 lb Floor Live Load 0.0 p11 . 0.0 lb ' -: 0,0 pit 1 0.0 lb Roof Live Load 500.0 p11 . 0.0 lb 0.0 pIt . 0.0 It, Snow 0.0 p11 0.0 lb '. 0.0 plf 0.0 lb LOAD COMBINATIONS: Per ASCE7-05{2.3.21 C L '•' 3 . Ccrnoiraticn 1: 1.40 1 lirc.. Combination 2a: 1.20+ 1.6L +O.5Lr 1.200 ,- 1.600 . 0.560 Combination 2b: 1.20 + ia 4. 0.5S 1.200 1.600 Combination Oo. 1.20 + I & 1 1.200 0.501) soc Combination 3o: 1.20 + 1.6S + 1,1 1.200 . 0.500 .:- -' , 1.660 Combination 3c: 1.2D 1.6L. + 0.51/V t200 :' '.600 0.500 Gornbinatten 3d: 1.2D 1.58 + 0.5W 1.200 1,600 . . 0.500 Combinaron4a: 1.20*.OW+fL+0.51, 1.200 -0.500 ,. 0.500 CombInation IbI 1.71) - 1.01N 1.1 + 0.55 1.200 0500 . . . ' '0.500 : 1 005 Ccinrbinatiwi 5: (1.2 + E.)D 't,L 1.OE O.2S 1,350 . ' 0.5CC....- 0.200 C', x,% - Conibination 6: 10.90-1.0W 0.900 . -1.000 Combination 7 (0.9 E.JD 1 06 0.750 1 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-05 (2.3.21 Exceotion 1) .. 0.2S050 0.150 x 0 (AS-_E 7-05 (12.4.211 (No: f S2 = 0.125 then 8, 0) SUMMARY: Tension Vertical M.' phi-M, Ma / phi-M,, Controlled Stress Combination 1: 3.9% 35.2% 45.1% 27.6% Combination 2a: 5.5% 35.4% 44.8% 26.2% Combination 2b: 3,4% 35.9% 44.1% 23.6% Combination 3a 99 1111a 343 Combination 3b: 3.4% 35.9% 44.1% 23.6% Combi let on 3c 42.2% 34.3% 463% 1T9 Combination 3d: 34.4% 35.9% 44% 23.6% Combination 4a 69o°4 j5 4°e -14 8, 262° Combination 4b: 66.5% 35.9% 44.1% 23.6% Combination 5: f 63.6% 35.3% 44.8% 26%. Combination 5' ( 63.0% 37.2% 425% 17.7% Combination 7: 1 57.0% 41.7% 14.8% CHECK :f OK OK OK OK Service Alternate ASD Load Combinations: Deflection 2.36 in - . a As (in) 200b IBC Eq16 181 203 2006 IBC Eq (16-20): ., 1.46 61.9% - - 4 , CHECK: OK ~A t - ) WISEMAN+ROHY Structural Engineers J PROJECT: Carlsbad Oaks TILT-UP PROGRAM (ACt 318-11 - 14.8) LOCATION: Building B. Pier 2-3/2-0 357 L February 2O15(2012 IBG / 2013 CBC /ASCE 7-10) JOB NO: 15-014 8/10;2015 14:12:47 ',. INPUT DATA: Bar Se: 0 (0.44 inA2) Concrete Weight 145.00 pcI Number of Bars: 7.0 in 7.2 foot pier Wall Weight 150.00 pcI Steel Area (ln! Pier) = 3.08 in ç = 60.00 ksi f= 4.00 ksl S1 = 0.75 g bcta° 0.85 Importance Factor(?) = 1.00 Es = 29000 ksi E,= 3644 ksi F,0.40 S; I W., = 0.300 xW..., (ASCE 7-05112.11.11) fl 7.96 Wind = 25.20 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: -(eight (Span) 20.50 ft Qstaei at Center Reveal Depth 0.75 in ®Steel at Face Steel Depth 5.38 in Osteet at Face Inside 53 StirrupS Parapet Height = 3.50 ft Qother: 4.75 i Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 inches WeighusI = 90.6 psI 90.6 psI 90.6 psf Full Opening,' Pier Width = 7.5 feet 7.25 fee! 7.5 feet 339.6 Of 657.0 pit 339.8 pIt Saud Panel Above: 19 feet 19 feet Height to top: i 10.5 feel. 10.5 feet Opening Opening HI: 7.5 feet 7.5 feet I Height to hIm- 3 . feet 3 feel ' Solid Panel Below: 3 feel 3 feet SERVICE LOADING: Eccentric Loads: (Eccentricity -, 6.25 in) Concentric Loads-.. . Uniform: Point: Uniform: Point: Dead Load . 325.0 p11 . . .0.0 lb 0.0 p11 0.0 lb Floor Live Load 0.0 p11 0.0 lb 0.0 p11 0.0 lb Roof Live Load 500.0 p11 0.0 lb O.C. p11 0.0 lb Snow 0.0 p11 0.0 lb 0.0 p11 00 lb LOAD COMBINATIONS: ______________________________ Per ASCE 7-05[2.3.2] C. L L, S E W Comblnaton 1: 1.10 1-100 Combination 2a: 1.20 + 1.51. + 0.5L, 1.200 1.600 0.500 Combination 2b: . 1.20 + 1.SL 0.5S 1.200 1.600 0.500 Combintin 3a: '. . -.. . 1,20 + 1.8i. + i,L' 1.200 0.500 1.600 Combnation3b: 1.20 +1.65+ 1i. 1.200 0.500 1.600 CcrnL'intiori 3c: 1.20 1.6L, + 0.5W 1.200 1 600 0.500 Corn hmlien 3d: 1.20 + 1.6S + 0.510i 1.200 1.600 0.500 Combination 4s: 1.20 + 1.0W + + 0.5L. 1.200 0.500 0.500 1.000 Combination 4b: 1.20 • low LI. 0.55 1.200 0.500 0.500 1.000 Cornbinatin 5: 10.2 4. E1D 4. [IL + 1.0E 40.2S 1.350 0.500 . . 0200 .000 Co:nbina60n6: Cornbinatoi: 7: tO - E.?D - 1.OE 0.750 1 -1.000 I 0.5 Live Load Factor (1.0 or 0.51' (ASCE 7-05 12.3.21 Exception. 11 E,= 0.2Sr,D 0.150 a 0 (ASCE 7-05 [12.4.2J,1 (Note: Ii Sc,<° 0.125 then 0., = 0) SUMMARY: - Tension Vertical Controlled Stress Combination 1: 4,2% 35.9% 44.2% 28.9% Combination 2a: 5.9% 36.1% 43.6% 27.5% Combination 2b: 3.6% 36.7% 43.1% 24.8% Combination 3a 10.60i, 350% Combination 3b: 3.6% 36.7% .43.1% 24.8% Conib natlon 3c 45.4% 35.0% 54!4 Combination 3d:. 36.6% 36.7% 43.1% 24.8% Combination 4a 141% . 36.1% 438°c 2/5% Combination 4b: 707% 36.7% 43.1% 24.8% Combination 5: 69.9% 36.1% 43.9% 27.9% Combination 6: 68.6% 38.1% 41.4% 18.6% Combination 7 61.9% 388% 4,0.6% 155% - CHECK: OK OK OK OK Service Alternate ASD Load Combinations: Deflection = 2.36 in 2006 113C Eq (16-18): 221 2006 16C Eq (16-20): 1.71 - 72.7% CHECK: 01< SUMMARY: . Tension Vertical M / phi-Me M / phi-M,, Controlled Stress Combination 1'. 4.1%36.0%44.0%23.5% Combination 2a: 5.6% 36.1% 43.8% 22.8% Combination2b: 3.6%36.6%43.1%20.2% Combination 3a: 10.4% 34.9-,,; i)454%, 87 Combination 3b: 3.6% 36.6% 43.1% 20.2% Combination 3c 42.1% 34.9% Combination3d: 34.4%36.6%43.1%20.2% Combination 4a '95% - 36.1% 438% 22.8% Combination4b: 66.5%36.6%43.1%20.2% Combination 5: 403% 36.1%43.8%22.7% Combination 6: 1 63.5%41.8%15.1% Combination 7:1 36.3%ii___3&Si.41.1%12.6% CHECK: I OK 01<01<0K Service AtternteASDLoadCombinations: - Deflection 2.36 n1 . 2006 ISC Eq(16-18): - 2.09 2006 ISC Eq (16-20): 0.29 - . , 12.4% CHECK: OK r.. WISEMAW+ROHY Structural Engineers i PROJECT: Carlsbad Oaks - TILT-UP PROGRAM (ACt 318.11 -14.8) ILOCATION: Building B. Pier 2.312-L.5 358, February 2015(2012cB(./2013CBC 1 TSCE71O) ,j JOB NO 1,011 8102015 1.1025 INPUT DATA: . . Bar Size: 6 (0.44 i0A2) Concrete Weight = 145.00 pci Number. of Bars: 10.0 in 10 foot pier Wall Weight V.150.00 pci ''. Steel Area (1/ Pier) = 4.40 md ç *60.00 ksi f'.. 4.00 ksi • S = 0.75 g ' beta = 0.85 . importance Factor (f) 1.00 . E= 29000 kSi. E0 , 3644 ksi F0.40S05 lW 0.300 xW_ (ASCE 7-05 [12.11. 1)) ' - n 7.96 Wind = 26.00 psfRFD} ç ph! (bending) = : - . PANEL DIMENSIONS: . Height (Span) 29.50 It Osteaiat centhr Reveal Depth 7 0.75 in ®51e01 at Face Steel Depth = 5.38 in 0 Steel at Face 060e C3 Stirrups Parapet Heights 3.50 ft "'other: 475 in Parapet Thickness 7.25 in Left Opening Middle Pier (design) - , Right Opening Thickness = 7.25 inches 7.25 inches . 0 inches Weight/sf = 90.6 psI . 90.6 psI . 4. 0.0 pf Full Opening/ Pier Width = 20 feet 10 feet 0' feel 906.3 p11 906.3 pIt 47, 0.0 ph ' Solid Panel Above 6.5 feet - . . 29.5 feet Height to top: 23 feet , , , 0 feel Opening Opening Ht: 23 feet . . i 0 feet Height to btm: 0 feet - I, . ' . .. 0 ' ' feet Solid Panel Below: 0 feel .. . - 0 . feet. LOAD COMBINATIONS; . . ,. PerA5CE7-05[2.3.2] D _'1- _•, _L_,.S Canibination 1: 1.40 Conloination 2a: 1.20 1.6L4 0.51., 1.200 - 1.600 . . 0.500 .. . . . . 4. Combination 2b: 1.20 _1.GL _0.55 1.200 _.1.600; _____0.500 Combination 3-m: - 1.2D' 1.6L1,L 1.200 0.500 - Combination 3b: 1.20 + 1.6S + f,L 1.200 . 0.500, Combination 3c: 1.21) + 1.OL, 0.5W 1.200 a" . ' '',r. 0.500 Combination 3d: 12D '1.05 -(1.5W 1200 - _...'-1.800 '.0.500 Combination 4a: 1.20 + 1.0W + IL + 0.5L, 1.200 0.500 . 0.500 1.000 Combination 4h: 1.20 *1.0W _IL _OtiS 1.200 .0.500 __..0.500 . .:1.000 CombinationS: 1,25,.1DifL+106*025 . .350050°........'0.200 T_1000 Connbina;icn6: 0.PD -1.0W CoiLinetion 7 09 -1-__D ___uF 0.5 Live Load Factor fl.O or 0.5) (ASCE 7.05 12.3.21, Exception l 0.2S0= 0.150 x {ASC6 7.05(12.4.2)) (Note: ltS< 0.125 then E = 0) .. WISEMAN+ROHY Structural Engineers S PROJECT: Carlsbad Oaks I TILT-UP PROGRAM (ACI 318-11 - 14.8) LOCATION: Building B. Pier 2-L12-2.7 359 : Februaiy2015( 012 IBC/2013 CBC /ASCE 7-10) JOB NO: 15-014 8/10/2015 - 14:11:01 . INPUT DATA: o Bar Size: 6 (0.44 in2) Concrete Weight 145.00 pcI Number of Bars: 6.0 in 4 tool pier Wall Weight = 150.00 pcI Steel Area (In1/ Pier) 2.64 in 1, 60.00 ksi . f0 = 4.00 ksi SDS 0.75 g beta= 0.85 . . Importance Factor (I) r 1.00 &= 29000 ksi - Eu " 3644 ksi .: F0.40 s w.,= 0.300 x W."(ASCE 7-05 [12.11.1]) n = 7.96 Wind = 25.20 psI (LRFD) phi (bending) 0.90 PANEL DIMENSIONS: Height (Span) = 30.25 ft Csteei at Center * Reveal Depth = 0.75 . in Stec4 at Face Steel Depth = 5.361 in at Face Inside #3 Stirrups fl Parapet Height o 2.75 It Oother: 4.75 in Parapet Thickness = 7.25 in Left Opening Middle Pier (design) Right Opening Thickness = 7.25 inches 7.25 inches 7.25 Inches Weighbsi= 90.6 psI 90.6 psI 90.6 psi Full Opening; Pier Width = 0 feet 4 feet 12 feet 0.0 pIt 352.5 pit 543.8 P. Snfd Panel Above- 30.25 feel - 14.25 Ic-el - Height to top: 0 feet 16 feel Opening Opening Nt: 0 feet 16 feet Height tobim: 0 feet 0 feet Solid Panel Below: 0 feel 0 Icc-I SERVICE LOADING: Eccentric Loads: (Eccentricity 6.25 in) ConcentricLoads: Uniform: Point: Uniform: Point: Dead Load 52.0 Of 0.0 lb 0.0 p11 0.0 lb Floor Live Load 0.0 pif 0.0 lb 0.0 p11 0.0 lb Roof Live Load 80.0 p11 0.0 lb 0.0 p11 0.0 lb Snow 0.0pIt 0.0lb 0.0p11 0.0lb LOAD COMBINATIONS. Per ASCE7.05(2.3.21 . 0 L L. S 6 W Comhipiiion 1: .40 1.400 Combination 2: • 1.20 I.6L + 0.5L 1.200 1.600 0.530 Combination 2b 1.20 -1.6L _0.5S 1.2001.600 0.500 Combir1micn3a: 111.20 1.6L, + iL 1.200 0.500 1.600 Combination 36: - 1.20 + 1.6$ .- ft 1.200 0.500 1.600 Combination 3c: 1.20 + 1.13L, + 0.5W 1.260 1.600 . 0.500 Comnoiriation.3d: 1.20 _1.65 _0.5W 1.200 1.60(1 0.500 Corrbination 'to: 1.20 + 1.0W + IL-' C.SL, 1.200 0.500 0.500 1.000 Cm0n1t0tm4b: 1.20+1.0W+I.L0tIS 1.2000.500 0.500 -1.000 Ccomoir.tan5: (1.2 •6)0 _1.1.4 1.06*0.25 1.390 0.5_W 0.200 1.000 - Corbinc-tin6: 0.90 -1 OW _____________________ 0.900 -1.000 Combination 7: {0.9-E..)0.1.0E. 0.750 --- -1.000 = 0.5 Live Load Factor (1.0 or 0.5) (ASCE 7-0512.3.21 Exception 1) .0.. 0.2S0 0.150 x0 iASCE 7-05 i12.4.2[) (Note: If S50 <r. 0.125 then E. SO) SUMMARY: Tension Vertical M0 / phi-M. Mrr / phl-M. Controlled Stress t'o_bina_101_I II_ Combination 20: 0.8% 26.0% 82.9% 23.6% Combination 2b: 0.5%26.1%62.8%23.1% Combination 3a: 1.5% 25.9% 63.2% 24.8% Combination 3b: 0.5% 26.1% 62.8% 23.1% Combination 3c: 29.9% 25.9% 63.2% 24.8% Combination 3d': 26.9% _26.1%62.8%23.1% Combination 4a 57 9% 26.0% 62.9% 23.6% Combination 4b: 57.5%26.1%62.8%23.1% Combination 5: 440%25.8%63.8%26.0% Combination6: 55.1%26.6%61.2%17.3% Combination 7 40__0____269%__605%144% CHECK: OK OK OK OK I. '0 -- Service Alternate ASO Load Combinations: Deflection = 2.42 in 2006 IBC Eq (16-18); 224 924% 2006 IBC Eq (16-20): 1.13 46.5% CHECK: OK W1SEMAN-rROHY Structural Engineers PROJECT: Carlsbad Oaks TILT-UP PROGRAM (AC I 318.11 - 14.8) LOCATION: Building B, Pier 2-L2-2.4 360 On,,,.,. ')nlc l i'),l O ') tt' fl t' r.tt' CY O -, ) A ,tt ... n n' - . r'r,'.it .t,i iti jJtJOtNLi, :t. °''"•'' . - INPUT DATA: ,•_ .. ,. . Bar Size: 6 (0.44 in-12) Concrete Weight = 145.00 pot Number of Bars 8.0 in 4 foot pier . Wall Weight = 150.00 pcf Steel Area (ln/ Pier) = 3.52 in/ . . I, = 60.00 ksi - 4.00 ksi 0.75 9 . 'beta 0.85 , lmporiance Factor (1)= 1.00 -. . Es 29000 ksi' - . E.= 3644 ksi - F =0.40 SDS I W., = 0.300 x W, (ASCE 7-05 12.11.11) . . n 7.96 Wind = 25.20 psI (LRFD) hi (bending) 0.90 PANEL DIMENSIONS: . Height (Span) = 30.50 It OSteel at Canter . -.. . - Reveal Depth = 0.75 in ®Stc-elatFace Steel Depth = . 538 in Osteel at Face I, isije #3 Stiff ups Parapet Height 2.50 It Qotier: 475 in . Parapet Thickness = 7.25 In . . Left Opening Middle Pier (design) - -- Right Opening Thickness = 7.25 inches 7.25 inches - - . 7.25 inches WelghUsf = 90.6 psI 90.6 psf . ... . 90.6 psI Full Opening / Pier Width = 12 feet 4 feel ,. . 3.33 feet 543.8 p6 362.5 pIt . . 150.9 ptr it Solid Panel Above: 14.5 feet .- -23feet Height to top: 16 feet . 7.5 feet Opening Opening HI: 16 feet . 7.5 feet Heighttobtrn: 0ic-el ..0feet Solid Panel Below: 0 [eel 0 . feet SERVICE LOADING: EccentricLoads: (Eccentricity 6.25 in) ConcentricLoads: Uniform: Point: Uniform: Point: . . , Dead Load 52.0 Of O.C. lb - - -, 0.0 plf . 0.0 lb Floor Live Load 0.0 pit 0.0 lb ' 0.0 pit . , 0.0 lb Roof Live Load 80.0 pIt 0.0 lb . 0.0 pIt 0.0 lb Snow 0.0plf 0.0 lb 0.0plf _.0.6Ib LOAD COMBINATIONS: - PerASCE/.05(2,3.2] _________________________ 0 .. __S S W Cmonation 1' 1.10 . 1.400 ,.... Combination 2a: 1.20 + 1.6L 0.5L 1.200 1.600 .0 51') Ccinbinatic-n2b: 1.20 +1.6L+0.5S . 1.200 '.:I6OC,::-_ *5(f Combina:1cn3a: 1.20+1.6L.+f,L 1.200 0.500 1.500..... Conactt3b: 1.2D+ 1.65 +f,L 1.200 . 1.600 Combhtion3c: 1.20+1.6L G ,+.5V'l 1.200 4 4 '0.500 Combination3d: 1.20 *1.6S0,5W 1.200 .: _____.1.600 .0.500 Combination 4a: 1.20 + 1.0W - 11L '- 0.5L, 1,200 0.500- ......600 . 1.000 Cornbinalion4b: _1.201.01A,+iL4'0.55 1.200 0.500 _-0.500 CombinatIonS: 1.350OJIOC _206 ..0N0 CombInation6: _(1.2+E,)0 *I.L +1,06+0.25 _C.90 -10.141.1 0.900 __...,.. ..1.000 COmtlri3ior. 7_j_9 _E_,D ___CC n 7o'. 010 0.5 Live Load Factor (1.0 or 0.5) (ASCE 75 2.3.2) Excepton 1) 0.2$0 0.150 aD (ASCE 7-05 (12'.4.2" Mute: II S <= 0.125 then 6.. 0) SUMMARY: Tension Vertical -. 1_.NIjphl4i1:.M, I phi-Ma Controlled Stress Combination 1: 0.5%20.2% Combination 2a: 0.8% 20.5% 82.9% 27.8% Combination2b: 0.5%20.5%82.7%27.2% Combination 3a: --- 1.4% 20.4% 83.3% 29.2% Combination 3b: 0.5% 20.50/c 82.7% 27.2% Combination 3c: 28.1% 20.4% 83.3% 29.2% Combination 3d- 27.1%205%82.7%272% Combination 4a: q43% 20.5% 829% 278% Combination4b: 53.9%20.5%82.7%27.2% Combination 5: 43.2%20.3%33.6%30.6% Combination 67 51.4%209%80.9%20.4% Combination 7: 392% __2-1_1%_800_170% CHECK: - OK OK OK OK Service Alternale ASD Lcad Combinations: Deflection - A;(ifl) 2006 15C Eq (1618) 4 Q00% 2006 IBC Eq (16-20):. 1.48 -' 60.6% CHECK _LNOG000 4*. I 361 Wall Anchoracie bes!an ! - t ' : w1sEMAN—:ROHY- TURL sNG NNE : BY JI> AT PROJECT CA i4.iiT; c4; mm NO. OF ,JOB ,--, , 4 • -- r I : I .4 : (DI - A . /j, ? I 7YJI (j/ r- 4.- , - c - I I • :. . . i .... S. EWISMAN + RHY 363 I • STRUCTURAL ENGINEERS : BY "'" DATE ________ PROJECT SHEET NO. • OF JOB No. - GCN.T!L1- -JP PAN--- PER LE'/. • ROOF SHEA1hiN6 Pr -- SEi ER FLAN rk 8 & - Z 8 < r .MZ. . Al 40, cs " &, '- • . • • -U 4 4 WIMA + 364 STRUCTURAL ENGINEERS .. DAT:,?, SHEET No. OF RO T ...... LJcC rj - I - i2 Li A. j, '( 1_ -13 ( Kv • 7 f WA + 366 STRUCTURAl. ENGINEERS smi No. OF JOB No. 367. ' Ram Steel sicrn t4 4 I,. • 4 t 4 - I, 4-. 4 WSEMAN+ROHY . RUCTURAI. ENGNEERS: 368 VERTICAL DESIGN BY RAMSTEEL The computer program 'RAIvSTEEL" was used TO analyze and design the steel beams, columns and base plates for gravity loads: The design isbased on the 2013 California Building Code and 'AISC' Load and Resistance Factor Design criteria. The program calculates tributary loads, live lodid reductions and selects the member sizes. -• - -- - The output consists of the following: -••. * - key plans indicating final gravity beam designs key plans indicating beam numbers and column numbers- - - - plans showing the load patterns used : - ..gravity beam design criteria and beam summary - an example of gravity beam designs - gravity column design criteria and column summary - an example of gravity column design - a gravity base plaTe design sLmmaiY. - gravity base plate design 4 The output for all of the beams, columns, and base plates are not included because of the Jorge volume of output I I + I -- - - - - - - - - - --- - --• .-. -. • - .- _p 51 Beam Design Criteria RAM Steel 14 07 0101 RAM DataBase: Carlsbad Oaks- Building B Building Code: IBC TABLES SELECTED: ECTED Master Steel Table: •r ramaisc Default Steel Table: ramaisc - 'Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Linbraccd Length ' Do Not Consider Point of Inflection as Brace Point NoneompositeIPrecomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Calculate Cb for all Simple Span Beams Use Cb=l for all Cantilevers 'SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (fl/fl): 0.00 COMPOSITE JEFF:' Do Not Reduce leff per AJSC 360 Commentary DEFLECTION CRITEEJA: Dei.ault Cntcna 'Lid delta (in) Lnshoied Initial (Construction Load) 0.0 0.0 Post Composite . .: Live Load: 3600 00 Total Superimposed 140.0 0.0 Total (1nit—Supenipp-Camhcr '140.0 0.0 Shored Dead Load: 00 00 Live Load: ''.. . '. . 360.0 . 0.0 TOtci1 Load ')40.0 0.0 Nonompoite Dead Load 0.0 0.0 Live Load: 2400 00 Total Load 1.80 .0 0.0 Note: 0.0 indicates No Limit . .'• .. CAMBER CRITERIA FOR COMPOSITE BEAMS: . . Do not Camber Beams with Span < 0.0 ft .............Do not Camber Beams with Weight < 0.0 lbs/fl Do not Camber Beinis v.itri Vv eight -> 1000.0 lbs ft Do not Camber Beams 'wi th Depth <0 0 in .. . Do not Camber Beams with Depth> 100.0 in Do not Camber .Beam with Cantilevers Percent of Dead Load usedfor Camber: 80.00 - '(Foi Lrnshored Composite the specified % of Construction DL is used) Camber Increment (in): .0.250 369 08/31/15 14:05:56 Steel Code: AISC 360-10 LRFD imJinCnteria 1 370 I RAM Steel 14.07.01.01 Page 2/9 DataBase Carlsbad Oaks- Buildint B 08'31/15 14 Building Code IBC Steel Code 'USC 360-10 1 W Minimum Camber (in): 0.750 . Maximum Camber (in): 4.000 71 , S CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Beams with Span < 0.0 fl . Do not. Camber Beams with Weight < 0.0 lbs/ft . Do not Camber Beams with Weight 1000.0 lb ft Do not Camber Beams with Depth < 0.0 in Do not Camber Beams with Depth> 100.0 in ., . . Do not Camber Beams with Cantilevers .- . Percent of Dead Load used for Camber: 80.00 -. . Camber increment (in): 0.250 .4 - Minimum Camber (in) 0.500 Maximum Camber (in): 4.000 STUD CRITERIA: . Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 •. Minimum % of Full Composite Allowed 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in) 5.500 Minimum Flange Width for') Rows of Studs (in) 8.500"' • Maximum Stud Spacing Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi) 36.000 St1lfencr Dimensions Minimum \\ridtli (in) 1,000 - Minimum Thickness (in) 0 250 Increment or Width (in) 0.250 .' I Increment ofThiktss (in) 0 125 Increment of Length (in) 1.000 Do Not Allow Stiffeners on One Side of web A.11ow Stiffeners on Iwo Sides of web S. •S .5 .... , 4 S .5.... ........S.... .. 5'. .T . S . ........-. -. : S Joist Design Criteria I RAM kM Steel 14.07.01.01 I DataBase Carlsbad Oak- Building B 4. 371 08/31/15 14:05:56 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji : Tolerance for Variation of Uniform Load: 5.00 % -' Joists with Non-uniform Loads: Use Equivalent Uniform Load Method . . \4aim6n concentrated Loads (kips) 020 Tolerance for Variation of Loads: 5.00 % ALTERNATE JOIST CRITERIA: Joists with Uniform Loads Select from Standard Table: ramsji . . Tolerance for Variation of Uniform Load: 5.00 Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 . Tolerance toi Variation of Loads 5.00 % JOIST GIRDERS: . . .. Tolerance for Variation of Point Loads 5.00 % Tolerance for Spacing of Point Loads (in): 3 .00 Mixamum Uitorm Load to Linrip (Lift) 0 10 JOIST SELECTION * . Allowable Stress Ratio: 1.00....... DEI'LECTlO? CRITERIA: ..Default Cutena Lid delta (in) .. . .. ..• . . . Dead Load: .. . . . •.. . 0.0 •.. 0.0 Live Load: 2400 00 Total Load 180 0 0 0 0,0 indicates No Lllfllt F • -. . .. . . . . . -... - -- . -a . . - - . --,-• ••.•••••. S ••••, . 4 Beam Summary' 4 372 RAM Steel 1,1.07.0'1.01 * RAM DataBase: Carlsbad Oaks- BuildingB .. 10/14/15 113 Building Code: IBC • . St:eelCode-. ANC 360-10 L STEEL BEAM DESIGN SUMMARY: - Floor Type: Roof - Bm # Length —Mu -Mu Mn Fy Beam Sue Studs ft hip-ft hip-ft hip-ft hsi 1 2034 248 00 4208 500 Vv18X50 u 2 20.34 27.5 0.0 420.8 50.() WISX50 u 166 5000 1161 00 2771 500 W18X35 u 167 5000 1245 00 2771 500 " V1$X35 u after SiLe denotes beam failed sires capacity Cificria .'. -4 after SILC denotes beam failed deflection iiitena u after Size .denotes this SILC his been, assigned by the L'su • - --' a _4• - . 4 ••,_•.••• 4 ' 44 -- .5 5 . •56' S • • • • S •. • ••. • .• ' , .5 5,- 4 - .5. .... . ... S • S • 4 1 - S.- - S. • • •••• .. . S •..•4 - - . - : ' 4 Beam Summary . *373 RAM Steel 14,07.0 1 01 Pa .c 22/4 ..............RAM DataBase: Carlsbad Oaks- Building B l0/14'i5 11:32:23 W Building Code IBC Steel Code AI-SC 360-16 LRI D .' JOIST SELECTION SUMMARY: H .Floor Type: Roof Standard Joists: . Joist 7, Length \%DL VLL W.TL Joist 31 . 50.32 133.2 126.3 259.5 301(10 ii 32 50.30 , 136.0 127.6 263.6 301(10 33 50.27 . 136.0 127.7 263.7 30K1() u 34 50.25 136.0 127.7 263.7 301(10 u 35 . 50.23 136.0 127.7 263.7 301(10 u 36 50.21 .136.0 . 127.7 263.7 301(10 37 50.19 136.0 127.8 2638 301(10 u 38 50.16 136.0 127.8 263.8 301(10 u 39 . 50.14 . 136.0 127.8 263.8 30K1.0 u 4 40 5012 1360 1279 2639 .30K 10 u 41. 50.10 , 136.0 127.9 263.9 30K10 42 50.08 136.0 127.9 263.9 30K10 u 43 .. 50.05 . 136.0 127.9 . 263.9 301(10 44 66 5003 50.00 1360 ''101.9 1280 126.7 2640 228 5 301(10 10K9 u u 5000 1040 1280 2320 10K9 u 68 5000 1040 1280 2320 30K9 u 69 5000 1040 1280 2320 301(9 u . .. ....... . 70 .. 50,00 . ''..:104.0 . . 128.0 . .232.0 301(9 71 . 5000 1040 1280 2' )2, 30K9 u 72 .... .50.00 .. 104.0 '. 128.0 . 232,0 30K9 u ., 73 . 5000 ... .. 1040 1280 2320 301(9 u 74' 5000 1040 1280 2320 301(9 u 75 :50.00'... 104.0 .. .. 128.0 . 232.0 30K9 U 76 5000 1040 1280 220 10K9 U 77 50,00,1040 1280 2320 10K9 78 5000 1040 1280 2320 30K9 u 79 5000 1040 1280 2320 301(9 u 81 . . 50.00 . 104.0 128.0 232.0 301(9 u . 82 . .. 50.00 .104.0 . :p 232.0 30K9 u 83 5000 1040 1280 2320 30K9 u 84 5000 1040 1280 2320 301(9 u 85 5000 1040 1280 2320 30 1(9 u 86 50.00. 1040 1280 2320 30K9 u 87 5000 1040 1280 2320 301(9 u 88 5000 1040 1280 2320 301(9 a . 89 50.00 104.0 128.0 232.0 301(9 u 90 : 50.00 104.0 128.0 232.0 301(9 U * 91 .. 50.00 . . 104.0 128.0 232.0 301(9 u 92 5000 1040 1280 232-0 301(9 u Beam S umny 374 AM Steel 14-07-01,01 - Pa 3 4 L DataBase: Carlsbad Oaks- BuildingB ., ' 10/14!1 51 1:3 Building Code IBC Stee1codc 1SC360-10 I Joist # Length WDL WLL WTL Joist . 93 . 50.00 104.0 128.0 232.0 301(9 u -. 94 5000 1040 1280 2320 30K9 U 95 .50.00 104.0 128.0 232.0 30K9 U 96 50.00 104.0 128.0 232.0 301(9 u. e... 97 50.00 10 4. 0 128.0 232.0 30K9 U ' 98 50.00 104.0 128.() 232M 30K9 . u '. . 99 50.00 104.0 128.0 232.0 30K9 u . 100 50.00 117.0 135.0 ..252.0 30K1() '• 116 50.00 1.04.0 128.0 232.0 301(9 117 50,00 104.0 128.0 232.0 3010. . u 118 50.00 104.0 128.0 232.0 301(9 U 1.1.9 50.00 104.0 128.0 232.0 301(9 u - 120 50.00 104.0 128.0 . 232. 0 301(9: u , 121 50.00 104.0 128.0 .232.0 301(9 122 50.00 104.0 128.0 232.0 301(9 ' u . 123 50.00 104.0 128.0 232.0. 30K9 u. . 124 50.00 104.0 128.0 232J3 301(9 , u 125 50.00 104.0 128.0 '232.0 30.1(9 126 5000 1040 1280 2320 301(9 127 5000 1040 1280 2320 30K9 u 128 5000 1040 1280 2320 301(9 u 129 5000 1040 1280 2320 30K9 u 130 5001 1360 12S0 2640 30K10 u 131 ... . 50.01 . 136.0 . 128.0 . 264.0. 301(10 , U . 132 .. . . 0.01 . . ..35,0 .. . 128.0 . .. 264.0 30K10 u ... 133 5001 1360 1280 2640 30K10 u 134 5001 1360 .1280 2640"t 30K10 135 5001 1360 1280 2640 301 (10 u 136 . .. . 5001 1360 1280 . 2640 30i(10 , u .. * 137 5001 1360 1280 2640 301(10 u 138 5001 1360 1280 2640 30K10 u 139 5001 1360 1280 2640 30K10 u 140 5001 1360 1280 2640 301(10 u 141 . 50.01 . 136.0 12 8. 0 264.0 301(10 . ... :142 ................50.01 .. 136.0 .................128.0 .264.0 301(10 . . u. 143 5001 1360 1280 2640 IOK10 u 144 5001 1360 1280 2640 30K10 145 5001 1360 1280 2640 301(10 u 146 5001 1360 1280 2640 30K10 U 147 .. 50.01 . 136.0 128.0 264.0 30K10• u ,, 148 50.01 136.0 128,0 264.0 . 30K 10 u ' ' 149 50.01 153.0 1.35.0 . 288.0 . 30K10 u . • 151 50.03 136.0 128.0 264.0 'DO 1(10 u 152 50.05 13 6. 0 127.9 263.9 SOKIO' .' ..0 ;. 153 50.08 136.0 127.9 .263.9 30K10" u . 375 Page 414 10/14/15.11:32:23 Steel Code: AISC 360-10 LRFD 0 - Beam Summav RAM Steel 14.07.01.01 DataBase: Ca 'iRAM rlsbad Oaks- Building B Building Code JBC Joist # Length WDL WLL WTL. Joist 154 50.10 136.0 127.9 263.9 301(10 155 50.12 136.0 127.9 263.9 301(10 -, 156 ' 50.14 136.0 127.8 263.8 301(10 157 50.16 136.0 127.8 263.8 301(10 158 50.19 136.0 127.8 263.8 301(10 .159. 50.21 136.0 127.7 263.7 30K10 160 . 50.23. 136.0 127.7 263.7 30K10 1.61 50.25 136.0 127.7 . 263.7 301(10 ... 162 , 50.27 136.0 127.7 263.7 30K1 163 . .. 50.30 136.0 127.6 263.6 301(10 164 , 50.32 136.0 12.7.6 263.6 301(10 Special Joists:: Joist # ' Length: -M Joist Size • 21.. 34.00 199,2 0.0 XXGSP 22 :'50.00 422.0 0.0 XXGSP . 23 .3 5.00 210.0 0.0 .XXGSP .. '24 .. . 50.00 . . 425.1 .. .. 0.0 . .XXGSP 25 35 00 207.4 0.0 \XGSP 26 35.00 ...2709.8 0.0 XXGSP ............................ 27 ....50-00 421 2 0.0 XXGSP 28 35 00 210 0 0.0 XXGSP 29 '50.00 42? .0 0.0 XXGSP 30 3'133 203.6 01.0 X.\GS? ' after Size denotes joist is inadequate u after Sizc denotes this size h been assicuWdby thQ. User, • , . • :••-•- ..': '•. ..... .... . ..• ...... . ........... : • . . 1* ••. 66 67 56 31 32 33 59 34 70 71 36 72 37 7,, 38 74 . 39 ?6...................... 77 42 79 44 1436 1 5 81 130 82 131 ___ ............. ..___ ....-. - 84 133 85 134 86 135 87 136 _..------ 88 137 89 138 90 139 ..............9 ------ ..- 140 ....... 92 141 142 --.....- 94 143 95 144 98 145 97 146 -........_..I8_..._............- 99 143 1437 2 5 116 151 ........- 118 15 52 119 154 120 155 122 . 157 123 124 158 --- ---4..........__1_p__._.__._ 125 150 : ..161 127 ! 162 163 - ?.........6. 4 4.' i .4 4 4_1I 4 . * .-'.,.. . 4 £JI 0 30K9 30KW 30K9 301(10 30K9 301(10 301(9 d. 301(10 301(9 301(10 301(9 Ix 30K 10 iTrII.IIrIIII1I: 301(9 301(10 - 301(10 30K9 ..... ...... ........ ..30KW........... 301(9 0 ....... 30KW -..-.--- ........--tfl.... -•-'--•'--............... 30Kg 30K10 .....Wcaa1 .W13x501. 301<9 301(10 301(9 . 301(10 30K9 301(10 _3OKiD -- 30K9 I 30K0 301(9 . -.. 30K10 F 301(9 301(10 3OKL..,............. 30K9 301(10 301(9 30K10 30K9 ........................301(10................ 30K9 301(10 _30<9 _30Kç - 301(9 30K10 301(9 ,. 301(10 301(9 3,0' K, 301(9 . 301(10 3OK9 ix :x ....FG ------------------ctao.................. ....... 3QK9 '.0 301(10 30K10 W10x35c=r .Wi8x50___________ 301<9 . 301(10 30K9 - -------0,J0........ 30K9 30K10 3K9 30K10 301(9 30K10 30K9........-, 30K.9........ . ......................... ......... .............. 39KJ0 0 301(9 -, 301<10 301(9 301<10 301(9 ................301<10 ........ 301(9 0 301<10 car--....- ............................ - ............- : ____ RAM Stcd 1407 01 01 RAM JS)a1a13ase: Carlsbad Oaks- l3uilding B • 10/14/15 11:32:23 Building Code: IBC • • •. 1 Steel Code: AISC 360-10 LRFD Floor Type: Roof • • • •• 1 I MillI I I 1 I I II I 1 111 1 IL : 111 to 0% W. ME: AWAY ""IMA I I i I I I I I I I I I r I 1111 1 1 111 1 ..... . ..... . . 1 I I I MiJ ...... . ... . I i iH : MAN m 111 MI ..... .. .. alm (.3 -4 CD 4 C. - - - - 1 - p - -. - - p - . - - - - - - -- .-..-.. - - - .. - - - . . - - .... p - - -. --. - - - p I -- -. •- Standard Joist Se1ection 380 R&M Steel 14.07.01.01 • LA DataBase: Carlsbad Oaks- Building B •7 _Y . 'l 0114.115 11:3 * _J r3.ffld Code 1l3C - Floor Type: Roof Beam Number = 134 . . SPA' 1MOR\'1A11Oi' (ft) I-End (160 .00,50.33) J-End (160 00,100 34) Joist Size (User Selected) =(1K10) Total Beam Length (ft) =3u01 • . . • LINE LOADS (k/it) Load Dist DL LL Red% Type PartL. 1 0.000 0.136 0.160 20.0% Roof 0.000 -. 50.010 0.136 0.160 0.000., . . 2 0.000 0.000 0.000 . NonR 0.000 50.010 0.000 0.000 . 0.000 . Maximum Total Unif. Load at any location (lbs/fl) : 264.0 •. . S. Ma\irnUm Allowable Total Unif. Load at any location (Ib ft) 550.0 Allowable Suess Ratio 1.00 Design Loads Allowable Loads (lbs/fl) Dead: . 136.0 . S •• Li % 2489 Total:290 9 MOML IS Span Co id \lomcnt kio-n ft Center Max. -r 82 5 25.0 . - REACTIONS (kips) " Left Right 4 DL reaction 3 40 3 40 Max -LL reaction 320 320 ' eu Mcix. -'-total icacLion 6.60 6 60 DEFLECTIONS: Dead toad (in) = 1 366 1/D = 439 J_l\elo.ld(In) = 12S6 LD = 467 Total load (in) = 2.652 L1D 226 .•. . .. . * I .. ........ ........... .•. ..... ..• S - •• ... .... . . .. . .. . .. •. I. - S. -' ....................1 •, ,• 5 S 5_.S ..'• , 5•- S . S. Load Diagram I RAM Steel 14.07.01.01 O DataBase: Carlsbad Oaks- Building B Building Code: IBC .' Floor Type: Roof BeaniNurnber= 134 Span information (ft): i-End (160.00.50.33) i-End (k60.O0,100,34) .; Load -Dist DL LL± LL- PL± p -. . it k/ft k/ft k/ft k/ft WI , 0.000 0.136 0.128 0.000 0.000 W2 5.0.010 0.136 0.128 0.000 0.000 4*• ' : .:. . ..................0 St 'V 4 J I 4 •.000*.•.. - . . 4 1 p 0' I 381 10/14/15 11:32:23 PL- Max Tot , lc/ft k/ft 0.000 0.264 . 0.000 0.264 I Standard Joist Selection 382 I RAM Steel 14.07.01'.01 t RAFAI Dara13ase: Carlsbad Oaks-.BuildingB -yo -*T .' .iO/l4/15 11:3 Building Code: IBC Floor Tje Roof Beam Number 84 SPAN INFORPviATiON (ft: I-End (152.0 0.33) J-End (152.00,50.33) Joist Size (Uiser Selected) ,'30 Total Beam Length (ii) 50.00 . V LINE LOADS (k/ft): ,. . Load Dist I)L UL R,-d% Type PartL ; 1 0.000 0.104 0.160 20.0% Roof 0.000 50.000 0.104 0.160 2 0.000 0.000 0.000 NonR 0.000 50.000 0.000 0.000 . 0.000 •.. Maximum Total Unif. Load at any location. (lbs/fl): 232.0 V V. Maximum Allowable Total Unif Load at any location (lbs/fl) : 550.0 Vt a. Allowable Stress Ratio 1.00 Design Loads Aio able Loads (lbsift) V Dead: V V 104.k .V VV• Live: V •. 12J.- V V V 21L5 V Total cl32\ 245,0 ' * MOMENTS, Spar Cund Moment kip-ft ft Center Max .5 25 0 .72 REACHOS(Iups) Left Right DL reaction 2 60 '2.60 Max LLIaL,tion 320 320 Mix total react; on 5.80 5 80 DEFLECTIONS: Dead load (Lu) - 1 229 '11"D = 488 Live load (in) - 1513 I'D = 397 Total .10 id (in) 2742 LD = ' 219 : I PL- Max Tut . k/ ft k/ft 0.000 0.232 •• ., 0.000 0,232 a . I a. a' a .• -i': •4 5 a ' -a,' •-' -e .'., .. •. •.• Load Diaoram Am & iRAM RAM Steel 14.O7MLOI DataBase: Carlsbid Oaks- Building B Building Code: 1Bc. ,• Floor Type: Roof Beam Number = 84 Span information i-End (152 000 3) J.-End (152 0050 33) ,(ft): Load . -. Dist DL ' LL + LL- PI., ft kift k/ft k/ft k/ft wi 0.000 0.104 0.128 0.000 0.000 • W2 50.000 0.104 0.128 0.000 0.000 4. '- -h 4 - - 1 * I I' 'S.. . .. . ... .. .. 'S '• • ••,•, .5.... 5..•• .... .S... •• I. ,, a.. ;H• 0 ......•','. • . (... ••' • ..- . ... • .. t 1 4 • - ;. • • I • - I . • :k I . 383 1, 10/14/15 11:32:23 Special Joist Selection 384 RAM Steel 14.07.01.01 AM DataBast Carlsbad Oaks- Butldln2 B 7'P 10l4 15 11 Buildinc, Code 113C Floor Type: Root Beam Number = 22 SPAN INFORMATION (It): I-End (35.00,50.33) J-E-nd (85.00,50.33), . . Joist Sue (optimum) = XXGSP Total Beam Length (Ii) = 50.00 POINT LOADS (hips) .. Dist DL RedLL Red% NonRLL StorLL Red% Roof-LL Red% Pa.rtL 5.000 3.42 0.00 0.0 0,00 0.00 0.0 4.02 '400 0.00 5.000 2.60 0.00 0.0 0.00 0.00 0.0 4.00. 40.0 0.00 13.000 3.41 0.00 0.0 0.00 0.00 0.0 4.02 40.0 0.00 13.000 2.60 0.00 0.0 0.00 0.00 0.0 , 4.00 40.0 0.00 21.000 3.41 0.00 0.0 0.00 0.00 0.0 4.01 . 40.0 0.00 21.000 2.60 0.00 0.0 0.00 0.00 0.0 4.00 . 40.0 0.00 29.000 3.41 0.00 0.0 0.00 0.00 0.0 401 4 0. 0 0.00. 29.000 2.60 0.00 0.0 0.00 0.00 0.0' 4.00 '40.0 ,. 0.00 37.000 3.41 0.00 0.0 0.00 0.00 0.0 4.01 40.0 . 0.00 37.000 2.60 0.00 0.0 0.00 0.00 0.0 . 4.00 ... 40.0 0.00 45.000 3.41 0.00 0.0 0.00 0.00 0.0 4.,01 40.0 0.00 T 45 000 2.60 0.00. Q0 0.00 0.00 0.0 4 00 40.0 0.00 LINE LOADS (k/ft):- Load Dist DL LL Re d% Type' PartL 1 0.000 0000 A.000 --- \oaR 0.000 50000 0000 .0,000 0,000 MOMENTS: . .- ---. S .• :, Span Cond Moment up-ft ft Center Ma- 4220 210 REACTIONS (hips) t 9 Left Right DL reaction 18.04 18.03. Ma T LLrcation 1443 14 42 NLr4tot'1reacuon 3241 345 -- - ---S -. - ---S . .. .. -- - SS -- - : E • • . LaDj..gr.am 385 1 j RAM Steel 1.4.07.01.01 .. .? ....'• ": DataBase: Carlsbad Oaks- Building i1cRAIR Code: IBC B 1 Oil 4/1 5 1:32:23 g F1or Type: Roof Beam Number = 22 . : Span information (it): 1-End (35.00,50.33) i-End (85.00,50.33) P2 P3 P4 P5 Po . J. VIA . Dist DL.4 11.+ LL.- PL- PL- Max Tot ft kips kips kips kips kips kips ', •'. P1. 5.000 6.016 4.811 0.000 0.000 0.000 10.827 P2 13000 6014 4810 0000 0000 0.000 10.824 P3 : .421.000 6.013 4.809 0.000 0.000 0.000 10.821 .4 . 4 29.000 6.011 4.808 0.000 0.000 0,000 10.819 PS ., . 37.000 . . 6.010 4.807 0.000 0.000 0.000 10.816 P6 45.000 . 6.008 4.806 0.000 0.000 0.000 10.814 .. . . • . . . .. . .1 It kft kit kit k'rt Lit kit 1 0.000 0.000 ....0.000 0 000 0.000 0.000 0.000 4. 50000 u000 0000 0000 0000 0.000 0.000 '.4. F .. .. ' " '. 4_3 .... . . ... .. . . .. . .... . I • . .. ... if I 3 ; '.4 I p .. . • . .4. . . . ,.... ............................... ....'.4 . . .4. . ., • . . . . . . . ... . . . . .... .... ' . . . .,, . .. . .. . . . . .... .. . ., - .4 .4 4 4 .. , -. •! , .A. 4 * . . . .... . . . . . .4 4 . .4 • . , • • • . . . • 4 , .• 4 ., .4 4 1 F1o(t:Ma RAM Steel 14070101 1RA MI Dalal3ase: Carlsbad Oaks- BuildiiigB 13ui1dng Cock: ]BC : 10/14/I5 11:32:23 Steel Code: AISC 360-10 L.RFI) Floor Type: Roof S S 5 ravity Column Design Criteria 387 RAM Steel 14.07.01.01 I DataBase: Carlsbad Oaks- Building B •. . 10/14/15 08:06:18 Building Code: 1E30 Steel Code: A1SC 360-10 LRFD DEFAULT SPLICE LEVELS: Level Splice Roof . N DESIGN DEFAULTS: . Maximum Angle fiom column axis at which beam reaction is not split . between column sidesfor calculating unba]ancd moments: 30.0 deg. Skip-load the Live Load around Column 'STANDARD COLUMN TRIAL GROUPS: Trial Grou1 I Trial Group 2 Trial Group 3 I Secticin W14 W12 W10 ,Rect. HSS HSS22X22 'HSS-?O-X'20 Round HSS HSS20 FISS1S 11SS16 k I{A?GffiGCOLLMN TRIAL GROUPS . . Trial Group 1 Trial Group 2 Trial Group 3 .' 1-Section Vv14 Wi2 V 10 Rect. HSS 1 -1SS22X22 HSS20X20 HSS18X18 ' RoundHSS I-ISS20 HSSI8 HSS16 Channel . .•. C15 .• C12 .•. 010 . Tee. \\T22 WT2OX16 WT20XJ2 ".,....Flat Bar FlatBar FiatBar flatBar Round Bar RoundB€.0 RoundE3ar RoundBai Single Angle L12X12 LIOXIO LSXS .Double Angle 2L8X8. '••• . .2L8X 2L8X4 ' .•.. •• * . . COLUMN BRACING: . . . ..-. Deck Braces Column Maximum Angle ftom column axis from. which beam braces column: 60 0 deg F BASE PLATES: -:-'Desi gn, Code: AISC360-10 LRFD :.-• . PlateFv(ksi) .. 36.000 Minimum Dimension From Face of Column to Edge 01 Plate 011) 1.000 Minimurn'Dirnension From Side of Column to Edge of Plate (in) 1.000 increment of Plate Dimensions (in) -....................................._____ ........ ...........................................................0.250 -. Increment of Plate Thickness (in) _.... .. 0.125 Minimum Footing Dimension Parallel to Web (It) - ______ 10.00 - . Minimum Footing Dimension Perpendicular to Web (ft) .... ... 10.00 • Keep B.ase.Plat.e Square: _ I ••• - ..- '.- . -.... ç. , : 4 . .. Ci aity Column Design Suiy 388 RANI Steel 140701 01 1 AM DataBase Carlsbad Oks- BuiIdingB 10"14'15 11:4 Buildmg (ode IBC Steel Code:&ISC 360-10 1 Column Line 1.00ft-50.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size' Roof 27.4 0.0 14.1 1 0.22 Eq (HI-1b) 90.0 46 HSS8X8X3/$ Column Line 213-2-2 Level Pu M ux Muy LC Interaction Eq. Angle Fy Size Roof 79.3 6.2 0.0 1 0.51 Eq (HI-la) 0.0 46 HSS8X8X3I8 Column Line 2C-2-2 . *.. .. Level Pi Mux Muy LC Interaction Eq. Angle Fy' Size Roof 80.0 5.8 0.0 1 0.51 Eq (HI-la) 0.0 46 HSSSXSX3/8- Column Line 2D-2-2 .• -- Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 7.7.9 7.5 2.3 1 0.53, Eq (1-11-1a) 0.0 46 14SS8X8X3/8 Column Line 2E-2-2 Level ........ •.. . .. Pu Mux Muy L.0 Interaction Eq. Angle Fy Se Roof 8.0.2 114 00 1 056hqH1-1a) 00 46 HSSSX8\38 Column Line 2F-2-2 Level .............. Pu Mux .Muy LC Inteaction Eq. Angle Fy Size Roof 659 .1 .8 00 1 01.40 Ecl (H 1 -1 a) 00 46 HSS8\8X3 :is Column Line 20-2-2 Level Pu Mu ..Muv LC Interaction Eq kngle Fy Size Rooi 807 7,3 05 1 0 53 Eq (141 a)0' 46 HSS\S\3 $ Column Line 21i-2-2 • Level Pu Mu Muy LC Interaction Eq tngle F% Sue Roof 771 63 25 1 052 Lq(HI-la) 00 46 HSSSX8\3 S Column Line 21-2-2 . 4 Level Pu _Nlux Mu LC Interaction Eq.- .tngle F% Size Roof 800 .5 ,8 00 1 051 Eq (HI-Id) 00 46 F{SS8X8\38 Column Le 2-2-2 .. .. . Level Pu Mux Mu. U. Interaction Eq Angle F Size Roof 79.6 6,0 0.0 1 0.51 Eq (HI-ia) 0.0 46 1-ISS$X8X3 S Colunm Line 409.33ft-50.33ft . . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Gravity Column Design Summary 389: 11 V RAM Steel 1407 01 01 P1gc 2 2 RAM!DataBase: Carlsbad Oaks- Building B 10/14/15 11:41:40 V L__1 Building Code IBC Steel Code AISC 360-10 1 RFD Roof 27 4 0.0 14.1 1 0.22 Eq (HI-lb) 90 0 46 HSS8X8X3 S ••;• d: S . . - 4! I - 4 . 4- p... , 4. .4) 5 4 4 • 7.-- .. V - . • o - S . . . •S'• -S S - 4 1' S. . . S. . . . .5 . 444S . ..,l • 4 5 4 -4. ¼ t i p. . S. •S • ....5S 4* •••• . S . 55 4 V F •* - 4 4 Column Load Summaiv 390 I RAM Steel 14.07.0 1 01 . AMi DataBase: Carlsbad Oaks- Building B 5 11:4 I Building Code IBC Steel (ode: AlSC 60-10 I UNFACTORED COLUMN LOADS: . ., Units: kips . . Column Line 1.00ft-50.33ft . . .. Level C019 Length Dead Self -+Live -Live MinTot MaxTot Root 10 3000 105 11 84 00 116 200 Column Line 2B-2-2 -- . Level Col# Length Dead - Self +Live -Live MinTot MaxTot Root 1 30.00 31.5 1.1 9-5.2' 0.0 32.5 57.7 Column Line 2C-2-2 . Level C()I# Length Dead Self • +Live' -Live MinTot MaxTot Roof 7 30 00 31 8 11 -. 75 4 . 0.0 32.8 58 * Column Line 2D-2-2 t Level CoL# Length Dead Self -rLne -Lie Minlot \-Iaxlot Roof 3 0 00 3] 5 11 24 3 0 U 32 6 56 8 .. . . ,--- . . .. • ... Colurrui Line 2E-2-2 - - t • - • S Level Colt Length Dead Sal -rLie -Live \linTot MaxTot 'Roof 4 3() 00 31 11 25 5 0.0 32 9 58.3 Column Line 2F-2-2 Level Col Length Dead Self '-rLive -Live , Mwlot'.MaxTot Roof 5 3000 261 11 208 00 271 4.8.0 Column Line 2G-2-2 Level C0174r Length Dead Self -rLi'-e -Lt \linTot \laxfot Root 6 30 00 `-.."32.0 11 25:6, 0,0 33 1 58 , Column Line 214-2-2 Level Co1# Length Dead Self, :±Live - Live MinTot MaxTot Roof 3000 j,-) Ii 240 00 322 563 Column Load Summary 391 RAM Steel 14.07.0101 - S Pane 2/2 RAM DataBase Carlsbad Oaks- Building B 10'14 15 11:41:57 I [ Building (ode. IBC Steel Code: 3JSC 360-10 1 RI D .f ;, Column Line 21-2-2 1 eve! Co1 Length Dead Self -rLii -Live \linTot \Li1 01 Roo 8 3000 318 11 254 00 328 582 . - Column Line 23-2-2 Level C01717 Length Dead Self ±Live -Live MinTot MaxTot Root 9 30.00 31.6 1.1 2 5. 3) 0.0 32.7 .. 57.9 Co1nn.n Lim 409.33 ft-50.331t Level Co1 Length Dead Sell +Live -Live MinTot \1aTot Roof 11 3000 105 II 84 00 116 200 - 5) *• ,, '. .. - . -S . - S. . S -- .-. - -. L 'S i1 Gravity Column Desigj 392 Fill RA\1 Steel 14.0 17 0101 t -- DataBase: Carlsbad Oaks- Building B 10/14/15 11 :4 • I Building Code IBC T'f (cQ_ Steel Code:, AISC '60-10 1 iW Story level Roof, Column Line 2C-2-2., Column ft 2 Fy (ksi) = 46.00 Column Size HSSSXSX3/8 ' I Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) .................. . .............___._.__._..' .30.00 30.00 K __ 1 1 Braced Against Joint Translation -- ....•.__ ----._.._ • Yes - -, Yes Column Eccentricity (iii) Top 6.50 0.00-. Bottom _ - -------- . 0.00, - 0.00, - CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 2:, .,- • -. . ,- - Dead Live . ' Roof Axial (kip) 32.82 ,. .0.00 25.40 DEMAND CAPACITY RATIO (1 2DL - - 4 0 SLL +1 61ff) - Pu (kip) 80.03 0.901'nx (kip) = 173.89. Pu!0.90Pn> 0460 0 90Pny (kip) = 173 89 Pu.0 90Pn - 0460 CONTROLLING CO'\1BLED COLUMN LOADS - Sklp-Load Case 1 S. .. Dead Live Roof Aia1 (kip) -. 32 82 0'00 25.40 \loments Top M (kip-ft) - - _____-_____________ -2 33 0.00 -186 Mv (kip-It) - 0.00 0.00 0 00 Bot M (kip-it) -- _____- 0 00 -,70.00 0.00 My (kip-ft)_______ ' 0 00 .0 .00 0.00 * Single iU1dtU'L about X-Axis I Single cunatur. about Y-Axis -. - - - - - -. CALCULATED PARANIET.ERS: • (1.2DL + 0.5LL- + 1.61ff) Pu (kip) 80.01) 0 90 Rn (hip) 173.89' Nlux (kip -ft) = 5.78 0 90Mbx (lup ft) - ' 101.43' Muy(kip-ft) = 000 090Mn\ (kip it) = '10143 Rm = 100 Cb\ - 1.67 Cb4' = 1 00 Cm 0 60 Cmy = 1.00 . Pe (kip) = _290.85 Pe p) ! 220 85 mx = 1.00 '.••iy -----------. •' 1.57 INTERACTION EQUATION A ' Pu 0 904Pn = 0.460 Eq HI -lu: 0.460+0.051-0.000=0.51l * 393 Im 91Anal S1 4. , 4• -- I - 1, WISEMAN.--ROt-4Y JRUCTU ENGINEERS WLMA + rnv 395,.'.- 0 STRUCTURAL ENGINEERS PROJECT C4it.'iW) Q/ <c -SHEET No.:or jog No. - ''-'/- - - "V . .4 -3r fT - - - - F I _/ - - 4'- i . '-' 9/,..' -'p * . • . - . >4'. < - - L / lc~V, 1P S. !:(' (i) ...... ", - : .• I 74 • : - . . ':- c -s . 4 : 4 - . 0• WSMA + ROY 396 STRUCTURAL ENGINEERS • . : By /TAT/3/ flOiECTLJfL____ SHEET NO JOB NO. (f - 4 4 -. .: . PER PLAN / R r 1- \ I&pj . S S - (... . ...... - jAi icJ - "--- - -c-- 2 S -SO > / K -- k /jji AA/Mii 7__ ru!L1LA,G IS I.' a I _7tTEII1 I I -- — - - - • p • — - - -- .;... S a-—' . '• 1• . ________________ S SS.,,,• • S is 4. S. ck • ,. a • IL c . -.• -I-,. :, S. - WISEMAN 398 STRUCTURAL ENGINEERS PROJECT 4.s fi/I w o/ SET NO.OF JOB NO - __ / - - S F )Jloc., 12 ) - I S .. 0 r(oa <l( ) S - 4 - • - ,' . . -. I 399 WIISEMA + ROIIW STRUCTURAL ENGINEERS : - • S y / DATE /' PROJECT SET O - OF JOB No. I : V V • - 'JJ - - .- - -- - --- A .. .................... - 4 . - \/4 (i 1 J) .\ ) k / -., , - k :: WSMAN+ HY 400 . : • • • STRUCTURAL ENGINEERS • : . • •..... BY " DATE ,3/) PROJECT "/"i'L "/ SHEET NO OF G f - JOB no. . . r . r Ic -,- - /) ( J - / ( •.• .• •. S •••• :• : I • szld AD rCX r - if 3 I, /'-c2 ( I '1 L kY T,Jl C ( c, 1:..:... -cg /'(; •• S • . : -- - °. : • • - /7 A -z ) - ---- -- - :--c,' • S .. S S . .-' - r / -.- /../.':7 - WLMA + ROY 401 STRUCTURAL ENGINEERS : BY ,..y .Afl/3/1%Of . sHur No.. JOB NO (.JvJ [)L' -/ - - 2-/ $ - -. S - . f--------'------------;i---------- ..... ..__..__, p . n.n - 4_•_ •7•••__/ ..,, ' I' :.: 1-x I1/ -77 - - p - . - - . ,.t . S .• S S - . 402 . .5 STRUCTURAL ENGINEERS • •• 4 4 Y / DATE PROJECT MET NO — --OF JOB No. -c 1 1) /E /2.ic'E i-i I L 2 - L L_(jç' I'ir 10 - - ( - I : K (LA i-,;) L . ••. ••• 4 . •. 4/ 4 4. e . .' Y - - 000$El.VT C;;;lsl'44 ()I. leO,; U4e Ii - V .144 NI: 11.011 V Load Case: 0.2 + 0.2 SflS)DL + 0.5 FLL + QE V - . V rjt rude: - 1.2 - UI)) coo V V I1l1//FvI 24 OF; V V : - W(SEMAN+R014Y Slructt;;o( E;;i0neers NON COMPOSITE BEAM WITH 0000 FORCE 1; - VV • 4P1130203 V :won-composite Drag Beam Design (Checks Special Seismic Equation) r- -. isi - - . -(2.00 . . - li10 2901)0 IA) '• H - •0,1).700 V V V 1<zr1.0 (see Cell. 04) INPUT: I 1.341 Size Ln (0 Biadr,2 fL ji3 CCCLI I (rr ri , Ii, l:1 (i r ;C I up 1./ 4,0 . / V 313 Q 1I).l;3 . (0.111) 0.33 4/V/Ill I 1.211 II 3/ 104.0% 203.01) l.00 10 W jV SI) . 12.5 7 30.00 7;) 011 . Iota) 1.110 '/7) 70 (2-002 , 00 1)400 Lee 29 _ VO 10:7') 21) 21/ 71 I (11:1 10.00 II.)) (000 11.27, 1 OIl? 104.01) :00000 ;/ 10,07 7/I) 1 ).1 0 /000 70510 V 50.33 CV(2) 78.77, 1/4 02 '4.00 i -14 CO V 1/101 - 0.011 020 OIl/A 1111 V V V V V/CO 7l) O.M. - 1:1410 .1.00 : 0.1111 0.01) 0.00 I/Nil; :1.00 V - . 0.17,1 - 0.011 003 141; t) 00. V V .0.010 (/1117 00/1 //N/A 0.00 11.20 11.00 6.01) :11110 ;- I:)A I3LfI1 '-/4 1) Il (4 (3 I I-i (7 : (4) (I) AIIDWII,14 P.lndi;iq to; Combinulin:; will; Co;;rossu; V (v(._(k-0)L4ls;ol. (1 4 1 Vi; I r (Ccl ID. I 1141 11 burslurej V V hId :1 C V 1111112.0 1: I1/01l Conp;4411 3.113 ill 110 5050.0 27.0:1 2.102)1 200.2 '140.21 LIII 215 oV18)4 0401 . 4.31 12.30 3315.0 311.40 11)012 1135.1 14(1,00 l.Oi 2-Il W18O/) (oo,o 11.83 111.117 500/10 37.03 24211 2002 190.21 102.11 W1445 Cce;uc( 4.31 12311 3324.0 3050; 1/101.3 1613.1 141140 II 0 01-130 4 NVA 01.4/A 014/I; i.41; 7/Il/A ((NSA 114/A 'I 1) /14/1; .4 WA 0(470 1/N/A U1.4.1/Il/A OIl/A IlNO) 0 014)10 lI-CA 41(47/1 tIN/A (.1111/ 4/lI/A OIl/A tIN/A 0 3 7)4/4 0(1//-. UN/A lilA lb/A 4/04/A ((Il/A. 1(114 Il C 0N/l 111.1/A. (IN//; 01-1/A LlU 4111)0 ON/A I/rCA 0 0 1/N/A 1/N/A UN/A /1(471; tb'i/ UN/P. /114/A IN,. RH OUIIVII1 IUhl5IC II ...ohllprcse;Un 17771/OIl OloflIjU (301104; 1111117)0 Net Cr/1c11; 11entim Sluebs 101431 13/r052 (3170.30 S4OU (11(1)1)47 (101A) (Il/) I;ler.rcr.r.7):( JOIN IS.37 1.4V;• 1.013 1410 :..12.110 !O.Il4 11311 lI//A 413//A UN/A IlNIA 7(4/A 1/(415 /1117/1 /1/fl. /1(4/A /l//A //NA /lIUA Gitain 0004/An Ileon; Size AXIAL: /Aa.144r I ei.. Co;n0ruseion: KlJ; icISlondef.o (0:1V4}{501) )AISC Section 47) (3. 1172/(7 b,(3'e/07y (;j 0, (7- COO, 1, l/ R, (L". F;1.IVJ.;AL'O.V 14(142-13 11/lUxOl) 0(04104; 3/14) O.W. /00.1) (.1)00 III.) 3.11 /0)147 13111/ 110 043.1) 51322 /V/fll 2-C) u;e 2-11 W111x)75 w tIrSO S/oe4nr S1wid: 1/02:3 :12.1)) (1217 39,4 '.17°C- 294 14.5 (/5457 /79)4 26 V/ M. I 2004 '(7/0 0702 1.1)01) 41).:; 13.13 1/VOl 7 - 0947 44.0 114611 302.2 tuflU 2-I1 WUlx3U (3/orde: 7)5.23 ((.1/0 3(3.4 lOt/U 2104 1.1.1) (t(/5 0-954 207 200.1 70114 0 0 41.1//; 1/li/A 0.1/I) 0130/Ai P.N.A. (IN/A 1/lIlA I/lIlA IN/A 414/A 'IN (41/A 11 I) 1/N/A UI//A 0110 itK'A (IN/A. ON//S ll(4/fc I/N/A Ill/A 1/14/A 41111/; O II 1('1/A 014/A (I00 1114/A 1/Il/I; 0(4/A 1/(4/A 410/A 1)14/A 1)170 :,'N/A 2 II IN/A 044/0 0.01) 1/N!A 1114/A 01-I/1 I/Al/I; 0(1/A lI(-13I (11110 IN/A 1/N/A 0 Ii /1(00 41(4//; C,01'1/N/A 4(4/1; 614/A 41(V)/fl ((41A (Il/A - 0 I) 0N/.. I/(Jff 0.01) (/N/A 1(1.0/A 6(4/10 till/I; 41)4/1/ 111-1/A :1)41,11 4(4/A ';'/A34/1/j:/u1(' III) IS 11044144! fit. 11 041/11/N 471 O's (0 114 .3ILii13i(lliidll/ Cif (40 member I'. (Ill won// cued/Ill - the p141/Once CIa 1(13711(1/gin 1/IltesI thus tcUe teho. Tousle;;: AL1.OW0114.C/ OP.));) 730.11 00/51 .110.0 10:1.5 735.0 (100.5 010.0 403.5 111/A 1/ WA fIN/A If NA 41.4/A 6(1/A fIN/A (Ill/A 1/770 /114/A Ill/A V 3(07 - I3ea'rl 04341.i 13./24.; Sizes 1/c,e 2.0 W(Ly.1)0 0:42-i) 1419,511 one 2-H W15x5O 11111 2-41 141/li,))) (1 <1 U 13 - 101001-il ( . ((withng /4 Ccnicess;nn 1.11101-1(3- BendIng Is Cusllp:401110n il/Il) A/SC 1412. E1edr (I lenlir.c; (3,; R. P-los Ola'rje '.fZ) (4 /).lily)i(i.lu L/ f 1I/:u;i,u Iuu-('th41 1)04;)) - Bu;cAtngieg.(11 V 7,/11; 041 liluihO (91-I/I Cl 0.5/50 l7O1P104l ((/7.21 0.111)1 ((-12 17.1)31 (1) 11 /030 4.51 1-I 31 034 11.1711; Tce,on 24(1:0) Cli)) / .7.1 4)5197 II))) /1.7.9 '3310 0.107 I/N/ 0.357 Cnnirwssion 10021 il.II11ui 0-12 11.1/31 - 0.313 0.31) 1.314 (15431 0.34 (1.1)50 Tlosiolu 249.313 11.4717 1.1/0 11.1117 - .11)) 0.00 11.310 0.4117 70 IN//; 41I:A 1/N//k ON/A 1(1111; (IN.-'A 4114/A 01017 (Ill/A 4147UV /114/f; :1(43,.. 1/N/A /11-C'!; 404//I (114/A ill N/A. 4(470 1/N/A 41(4/f. 1I4/A 7 010 I/N/A ON/JO //14/JO 01011; 1/1-0/41 7)4/; IN/A 104/I. (/111/A Ill/it; ON/A /1W/A 41-114 IN/A 111-110 1/11/A /114/A 11(414 '414/A 411VA 5(01,11 7)71710 41.13/. (314/0. 1/1111; 1/1.74 11(00 614:10 (((4/A 'IN/A ON/f; 011/A .0(1:10 IN/A 11-4/I- '/N/A 1/Il/A 1)0/I; clicult In(i,radllol 0)11 ((.3)1 OK '70 OK 3.519 OK 1,1)7; #1)/A 1111/A 11(4(0 711/A 04/IA 1/N/I; 11(4(0 0(0/A I/N/A 1/N/A IINIA I/lI//s VVV__V ----------------VVVVV_VVVVVVVV--------____VVVV ...._VVVVVVVVVVVVVVV ----..._ ................_._... .......... ---- 1.11111.1340 (20(3/ 11) 1.1) f*r (3/4740(11(31/11)0 /357/OI/b/( - - 41 1/4/5/341/5 (10117)3401 COCIII/1/11 (DO 117111)54 fl4fl-CCII7)I4Ci 7601)047 - 7) 04011I1I/0441311410/IV$i( 41/I AlSO 3011-115 0.2.1.1;. C 132 1.47)0:11-1. 71o173 PU. 1.04111 1/ (:Iu 5') 1(3.01) mrue(eil). 1411.411 (1134 101;MSII/ (€1. cluloul -. ' . 0) Slorule, Sndi:irw 011 /5(154 - . ; - '3) Cowl/At /nl14uclj'jl: I/Il/Ieee e111tr I-li VlD.b Of 11-2011:111(13115141111 Pr AlSO 31/0410 cacton 111.2 -V - -: '. - --- ' -- r - - -- - T - - - - - V C I -- VV1SIIMAN+RCHY Stcucisrol 5.nineer - 140U•COr'P(3S(TE 130AM 0311(3 DRAG I°ORCOS APRIL 2011 Non-Composite Drag Beam Design (Checks Special Seismic Equation) ly= 303 033 . 0n%cllo=2.tio (3 29/3103 031 . 0.,., 0:3033 INPUl: bean) 0oon: /3i<o Ulm Ral:ge Occonlr/ooy(/n) 11th ,°(kI1) Mu'(1.21)l. M,;)04() l0o 315) II 'o(k1:)rnp:i0sd Loo03h 58) 81 :1 1 /3 ('j Line 24) W ((3*02 20 20 0 10.120 10.05 0.33 . 025 C1.60 104.55 205/313 (.3062-13 3.v0o:10 so 12.5 (2 70.1,0 71). CIO 531.33 4375 '3*3.05 7-1.05 1.11105 1.i,,c 2-N Wi8,;5O 20 21) (3 (0(35 10.05 1333 (3.25 3.331( 104.00 203 311) Lino 2..:l '1/10*35 5)3 12.5 0 70107 7059 5333 . 4375 ioi.'3(2 21.0/3 1-1)1 (5) o (3 (1 5.1)0 (LOS '32.03 0.00 3143117* 2.00 !).M O 1' <3 0 (3 3) 0.101 0.010 0230• 5.05 ./0303 31,3) 0 0 0 03 (3 (1.00 0.011 (LL, 5.00 IfMA 5.00 1 12.00 13 0 (3 C. 5 5.1) 0.05 0.00 0.0(2 ON/A 0.01, (LOU I) 3 I) 0 Ii 0.05 0.00 (3.51) 0.00 1/*3/A 0.00 0 (1 1) 1 0 (1/1 C. 00 (3.00 11,02 013/A 3.53) 0.00 Al (3 Size Compas! L1431-0' 01J'11(J Or i > Allow.ThLe koodk, for Combin#31o:, coitli Couipressi.*o (3-li I Yiok' 1<, I 5 (knl*o,_ lo 01 (0 .41(3 W(Iix1o; (:4115-431 5.03 I1i.57 5435433 233.01 2.11)2.0 2(30 2 106 3 Los 2-1) 0* 1(1035 (3oi'pscl 421 12.32 :1325.0 "'d.40 10(11.3 1(10.1 13(2 (113 li';o 2-li W It. o5() Coo:,13c( 1/03 :111.5(2 5050<3i 27.03 2152.0 255.2 (5.021 .66 2-I4 WI1Io:15 Con:po,:I 4:11 12.33 :3)20.5 3445 10(31 2 1(10.1 148.1) 0 0 0*07* 3141, 31(30* 5(417* 110.33 - 31037, (/11/A 2W/A O II (21437* 13(4:7* 414/f, (IN/A i.b'.l:. 513:1, 1303/8 33154 13 5(4.7* 0(911, /1(41/A 2)4/A 1.5=1' 3543., ON/A - I'll/A 0 (03/4 31(4,7* ON/A '1127* (.5=31 SIN/f, (IN/A 3*04 ((N/A 400.6 1/iSA 35=0 11(1/A 519/4 3 *3 NA 419,4 '(2(43/A (44/f, Lt.°0 13(51* ON/f, ON/A 3)313 z 01(5. SOIl(?_/I'y) 2150 Cl,00k for 00110,11 Ran<(2'(3o:upresoion (031(403 5I*ip .241030 1-1::;11331 Net (3CI'.Qlfl B*d0i 0;:esc Alco) SI/coo Flange Sl.co (Mo/li) (I'o(A) ((351)1109*600333 11.0? 14.15 14.33 0(10 14.15 13:35 14.27 ':43.02 3)3(4 (119/A ION/A 4(1/A 019/A .1/14./A UN -71 (IN/A 3:14/A 0*1,11 (IN/A 014/Ic. 51-1/A 1)1(37* I43A 11(4/A I))4',\ /75137* 3< 3-1) 3(7. = 1.0 (coo 1Thrn r'.13 L=s;c.o': C-u,034 3 3*1, No 313.01$ Load Case; (0.9 - 0.2 SDS)DL + flE 1)1 I'1331.( 0,5 31 I'or(ro - J AXIAL: Compression: 1(211/C Section 071 =,ir J 03,1 .21113 SILIVIter S;e K3 (<Li *3 3 43ko) 0 f',1 n' b. (1 11.) (3 0) 1 1 1 (o.,i) /1) 7I I. 11i1t'2-IY 41113*5(3 $0303 /11.03 - (3.0/1) 271/34/ 1.1)10) .1(33 (304/ .3.1= (2.353 ,, ho,, 20 11 0*1131,35 Sle,:de; '('5.23 (.00 . - '35.4 Line 5.254' '.1300 23(4 •- - 14.!- - - 03'3o - 271(2 2-201 2(20.4 3:0(22.31 17*, 1> ,'1 *6111*3/. ,.e 91,r 5/3*11(01 11 (13)1) 7< 1 1 OIL '(1 1131 3' 4 (, (7 4(( - (24(33 82 SS.23 -.- 5.1)0 30.-i (.1)1)11 .- 211.1, 14.5. 0.95-I ' . 13.55-) 213.7 ?1'I/.l 281)4 0- 319/A - 415(3 573/A -. - - .13(3/A 1/ISA ' 0*07* - 'IN/A 3147* - I) 3) (N/A 13(4/A - - 13.1(11 - 2(1/A -. - Sr/IA (134/f 13(4/A '(5317* - :/*07, - 1 MA 0 413/A IIN/l, - 0.01 4 151/A • ((3/A - ON/A 1/ISA - 31(4/7. )l3OJf 1/157* • (N/I- 0(437* 0 1) . <) 414/A - '<(4/f, ON//: (3.0)? - 3)5(7* 0(9/f. - 1143/3. - - /51'!* ((J4•\, ON/A - . (IN/A - 4'0/33 'IN/A 0 .9(434 ON/A C/IN.) - 514,8 5(138 - 61/317* - VIVA,- 11(1/A (iN/ft 1/I//f, (2(4/A - 3)4/A 11(4/A - (3.03) 3/N/f, UN/Ic I (IO1'A - (IN/A . 7131/A - 'U/A 1134/A 10,1130,,, 735.1' (303.5 511:1' 403.5 735.0 IOILIi 515.!) 4(23.5 11(4'A - ON/A - ON/A (N/A - . ((4/A ON/A 1)19:1, ON/A 1314/A 73(4/A BOOM SI?,, h/no 2.1)1 '111(3,02 1.035.2-1) WiIIX/IS Lunt, 2-H W1l3e5/?- 1./no 2-I1 V'/113o35 C. 0 I) - Li if :11(3 to lot S07* LQl:1Ci-JiV3o.0, (30%' 30(1 (31353,0 (31 Se 9(00.4 0.11/31901(0(1 ,,:en'bor 13 the ,s'*/1l, 43036131*1 - Ii' (013/61*631 1333 daphul'1i; 310(1*6 II:'o IC (Id 6303. fl11J (2 Co'r.p.14!Jon . 411/C141.2-1340313:15.13 Cco03Ii<: ((IlL) :0(5/3 i-(1 2-010(1,015 1,ysic,, [((0 5In Ai,,L 10:03 3(41-14 hr /0412000 $(053/1ly (AIC3JI*(j/35 (11. PiP (7* / I.kAy - 1143-1.10* AlSO 1-13.1 -l3roI (3, 1'.. ('.357 (M:1;peosiou (00.2! - 0.037 0.331 ,i3O)7 0.3? ('.30 (2.31-i 1.10(7 (2.0)35 C'2rcioecc,*n /43100 0.4/b 33 57 31275 13.310 31,77 • ,. 0:410 4.2713 . - 1353) - :3.307 . Cc-10133'115419,,, 19/3.21 - (3.0:17 11.30 . - 0,017 :3,37 5:333 0,314. (2 017 0.555 0(27* Csmfeoc/nn I 140.55 0.4134 - 0.07 :3713 4.110 (3,77 0,315. 5.27(1 • /158 1/10/ic ,' 3114/4 (1)9:7* - SIN/A 13W/A . 7(0317* ' 1(14/A 0(4/A 3757* IN/A 2(437* 3/1414 ON/A I)N:A .54/A (2(4/A' 1/19(4 0107* - (2(9/A - - 011/A Silo/s.. . - (/19//c' IN/A 354/4 .. 'A - ON/A 0(134 - ON;A I/ N/A - P. N% - - 31(4//* 0(4/1* . - I/N/A - 4W/A ON/A - .0 (SI/IA - 7K/A ON/A 4(4/A tIN/A (1?I:A /1(4/A (113)7* , ------ -- (21C/A #517* 31(3'!, 0(3/1, 1319/A 31(97* - IN/A ((N/co (114/A 71*1/A "7W/A 3/(4/1i (4)113 (2(51, (NA Check - 'l:173r1135iOo - 0(12 03< - C." 37 0.1193 01< 1/17 - 0(0 0.3(3/' - 1311/A I/N/A '- - (14:7* - ON/A 1)3:4 - #13/A ON/A (1(4/fl ;I(-15°, - 1/1.1/A - - 330/A.,. \0 - - 1/ IliCiCl31.O 1.,6 LO/i(II*1.(Ii1 (1, 1.0 OX p1/lIes ol u003 3ss'310Iy 41 .As&I.-',es 00(311061(2*31101(0(00 (401' IJSI/ - 2) LISrCI ror'n!0015 (3051 ir/I* riAI,151C/El. llc*-004171C( 31(311/0051 -- ?j 031(120.1 ,)r'3Ur (.170)3/is (311rAISC 3330-75(2,2.3 1' Cm''. 02 '1, 101mo 1, Pi=1(3 I'.:. 10=311 lii,: - - 01(25,11 - 515(3103,31 1703103's 01(101;):) - - , - , II love() (3111347;,llor. (0350*171333*317 341-14/b or (1(2(3(31:530,3133 4504 r.c.-r 4(5(231)0-02 seN,,n 111 3 - . - - :- "-: :'' .•.. --.' --: - •-. - "iT ' . ..:.: I - - .8 405 WJSEMAN+ROHY STRUCTURAL ENGINEERS PROJECT: Carlsbad Oaks == BOLTED DRAG BEAM CONNECTION LOCATION: Bidg B Version 10(11/2013) , JOB NO: 15-014 8/17/2015 09:31:00 Load Case: (1.2+0.2 S,, )DLf1 LL + = (1.35)DL (1)FILL + (2)QE . . - • SOS 0.750 T 1.0 1)= 2.0 SRSS \i[(1.2 ± 0.2SDS)DL + f1LL]2 ± [QQE]2 GRID LINES BEAM, SIZE DL (kips) LL (kips) no QE (kips) SRSS (kips) ALLOWABLE (# rows) (kips) Line 2-0 W18x50 1.7 0 208 208,0 3 218.3 Line 2-D W18x50 1:7 0 148 148.0 3 218.3 Line 2-D W18x35 4.7 0 148 148.1 3 184.5 Line 2-H W18x50 1.7 0 208 208.0 3 218.3 Line 2-H W18x50 1.7 0 148 148.0 3 218.3 Line 27H W18x3,5 4.7 .0 . 148 148.1 3 184.5 :. .- :- '- 0.0 no good 0.0 . S. •• . . :- .. 0.0 no good 0.0 -' . •.. 0.0 no good 0.0 0• :. .. . '. 0.0 no good 0.0 00 no good 00 0.0 no good 0.0 •. .: . S . 0.0 no good 0.0 . . . ... .. S... .. 0.0 no good 0.0 IS •••- :- •.• .. 0.0 no good 0.0 . .. . ... 0.0 1 no good 0.0 0.0 no good 0.0 . 55 . s• 0,0 no good 0.0 . .•. . ... . 0.0 no good 0.0 . S. S •• 0.0 no good 0.0 .. 0.0 ' no good 0.0 r . 0.0 no good 0.0 0.0 no good 0.0 0.0 no good 0.0 .'• . Notes: .. .checks beam web tear-out, plate & bolts Use 1.0 for f1 if LL> 100 or assembly or parking, otherwise use 0.5 a ;, -,S • • - • WSEMAN + ROHY 407 S STRUCTURAL ENGINEERS . . S •S• •••. -• BY _______ DATE ______ PROJECT... SHEET No. JOB NO S - S... - ' ZC t- - S . : . .. ,. : . P . . . . ... 55555 ............... 14 , '1'Ck) / I : . . . . . . . . . I, I fr)L 4 - ...........• . S ............. . ..• . .... f' XlC)"A • . : ............. . 1< . . .. .1..:. S. S ••5• • . : . -- / - 53, . . •.\ I ... ......... . ...... '-V W$EMAN + ROHY 409 STRUCTURAL ENGINEERS F • SHEET NO. OF__ Ló; i . c,) _4•/) f.Lf - (J) -. Is - - 3 (10 f C ) 1. - - - - - - A-ti 'i - Q r . . . . : I .............. ..... ......... . ........... ... . ......... ........ ... ....... ............................. .. . ........... .............................. . WSEMAN +:ROHY . STRUCTURAL ENGINEERS j/ DATE </; - PROJECT LL. . . . . IA SHEET NO. ________ OF - JOBNo. y-Oi f :W5EMAN+R0HY .. 412 STRUCTURAL ENGINEERS DATE ____ PROJECT '' ' SHEET NO., OF JOB NO. • • .• • .-. WSMAN + ROHY - 1 414 • • • • STRUCTURAL ENGINEERS . BY DATE ______ PROJECT _____ SHEET NO OF II;c7A. </ ______ - JOB NO.. • • • ) C' : ...-., ) I ) 0 6 l 4 -;- - . / / /(--? . • .,. S ....................•-. A / / V / CIE LP / 4 - 5- 1 . 4 WSMAN + ROHY STRUCTURAL ENGINEERS 415 - BY j • • DATE PROJECT SHEET NO. OF ( f JOB NO . •...-- ••• WSEMAN + 418 STRUCTURAL ENGINEERS f DATE _______ .. :PROJECT .. •• •• &1 . .•. •. SHEET NO . OF JOB NO :: • : . 3 • : H 21 Jr kIF - I' It - i / S . a • -.--'---.••--,- •.. ..... ------•--..•-.---.•.. WSEMAN + ROHY .• -..----- . ..- •-. ______________ 419 STRUCTURALENINEES : : : . . • • : - .-. - -.•-••---. ....- •,- - . T. .. BY DATE ' PROJECT . .- . SHEET O OF JOB NO. -'' - - - - . -._--- -- 14L -- -- -' - :. .. . . :. ... . fr...;.: . A - - - - / - - I1 / - - - - - - :1 .- .- •- : : . .. 4 WISEMAN + 422 . . . . . STRUCTUAL1NII4EERS . • .. . • . • • . . .; .•... .r___•_ - - • -.--- -a-- BY_/ DATE //' JECT (.Mi (4 .. SHEET NO, OF" 7c:Z.'' (S • - JOB NO, :,.9• ....• .... ••. ..-: .... - - - . • .............................. : ...........-...............". . •, . 1 15 -- n. 1' -:....1•.••) ..... ...................... ./....?4-----....... ... ............. .T..... .... . .......... ... ......... ... .................................................................... .................. ..... ..... ._• ..... . . . . . - . - - . .: .•.- - LLI I F : 1cL kyi'1' c. 1C 3 3 2. c () / — - -A (i V 5 2 V 3 . ..... b , çJJI - —r iO rlMo —: - — - - _LL-- WISMAN + ROHY ,•-..-. - .. --- ________ 427 STRUCTURAL 1GINERS: : . . . S /- DATE PROJECT ________ SHEET NO OF fi '-,2iJ' t JOB NQ .. ..-... - . /\' -. / . . __: .77777. -. - .. . nc, vsw o vi 2 TfT r. - = V1 O - X. J 7jIJL ,2-/1 - - - L - / - - - io LA...... 1 Ti -- -A'rA hhiAf' - - I -I" ..................J/.'f'.:4_;. :1-W,/ / -:: ..: .. .................- -- -c----- -- -- - -,-- - — I / / f- - I/A y .1-I ''±±' VL _1I - .. . ... ..............-.... WSMAN + ROHY 428 STRUCTURAL ENGINEERS S BY 'DATE PROJECT OF Lk."TIy!i:k JOB NO. S S S _ 66, S S S S S • iy ' c W.1-R Job# 15.014 I ) 4100 0 4O flF1 14C I 140 BiXi 21N 17BcI406 .140w CtJ On 3_ ___ __ti_ IN 0)1 91 11OJ 00 .1CC liklil 141,i 14 0 01)0 II 1 10 nqj COOU, OTF __l) I COi 41 43431 NO NO or, 1100 JO - J?21 t/fJ 4114, 91 1416 1411) 4io111 — __7 c' .O(1j _043 -- oi J.000 203 211001 NO -77777= 7 .j47t1t1) 14311') 1011 ______ii' 22 1OMI lii * _t 43ifl _LJip _01:_ ,ti) 43,431 1411 '4 1_M il(F, IC 114 )fl9d 04 000 4I4 7 40 14381 221) 4' F 00 4(1(1 '/100 _.ziiz__! - 0 4'FJ V Oi 10) 1110 _________N) Ii 114)43110J__11_ 14N11 (13 ')02 423 -- 3517 721, l'.iN 7380 * 2144? 3110 34110 014017700 827.401 •Qi_ oioo )P. :...1?_ .!!. _J)... :?J2 :?s 17 2._s_ iiL,' JQ. .11._ F) 4 L J _LYi _ _.J2_ NO 1ki:447.Ai301211t 2122 !iiL 91111)01)1 00 ______72. 10 __I__LL rt'. 10000 _1__L2 It _L.0J _4411C_140.1 i:•oJ_j L.ct. oo, Do 1pos.___114041 7:i )V 3171F 131 1411 11014 1.4 .Hold ... -. .. . . . . F . . .4 '. Oo1n][Teim Schod Capc Gen Info 4 Il/ — Fir .3 95 -- I V 1 ITop . AddI Panel Panel Stxonatly Roo Olapltragn1 Solid t.lnifonn Addfl'onol 610141 Ui)lltt Uplift Hold' Length Thh Panel RiDidily; Force t Lat. )41. Ahv. Fig HI of Panel of Door! Panel Load on Point Left Left End Right Hold-Dowit flown ID Pane; .(rL) _(in.)Riidity ( (ft.) Ahv Ff (ft.) _J .......] s) ± Panel (14(f) Loads (k) End L !R... ____ I___ ty_!f)u_J.s.7.1 7"4 ! I0o '14443 -'1114 '070 1 364t1011711 O .I 77 00) 1 rio C07IIC4)(4-3cNO4O 'ii' ti0 44o ND Ill 'Ill) j,Jiii ____ L'oi2.i l 14 3400 11340 011. 1/01 Cl' 1) 4117) 4(J .10 -"0 NO NO £c.__Li .3J3L ._LL..' 1I 1'41l5 - ,Q4441 - l.'0U I .,)' C2t (6LJJ 0') 001 - 1.44'. .4406 -C-.0 _0Q_ JQ. tin (C) (C CO (2 114 1)489 J IC I'll ?() _L 1 'j /1 I) 2LL.. i2L 4)6,) 303 (13411 01 '11 I 5 (4 _jO '1St -IC 11.Q jO_ 140 151,1 (ti l 411.0 34 1 'I 104 8') 044.' 11.44 l3.l 4_1L. j441) Li2 '1)1') 4c011 14 u140 Lc._41 1 3 JfL. J2JL j...0t!..vOl J.J.JJi Li'2L1)3' L,nel-Lfl5( 01'L 10L ..LL. _I1 _L? .J.4X ...I1L it) . 43L '....2L. ( ...iiJiL. _ 37))' .1..J5) L434)4_ 7339 ---1('.Z01 . ----- Lft) ,j11_ L_ 77.66 4111140 41.05 3S. 09_._._S. .10.8') _2.L. 244.00 _..._...iL.L._1...:.&-i6...... _!6-3 J ,1) 2 2.1.1 1( 16 1101 110-I NO 'L(J.ilV .3JL! 0 33 8584 .1.40 )11'1) 1114 19- 73.04 21,68 0 I 001 4)114) Ifs 4f ---- (401 1 ND- Jet 1j113 'fl 2f9j8i 40 8581 811 .2' 301) '.)145J '4611 431(6 .INI) IOn tO1) '1.86 418431 J66- _71 04 T] 000 ooc' jJ_42.( Din NO NO .JLZJ ...QL.. - t!L .i0_ _L.1_ eoi '34,40 '13.14 .714!) 4411' 1703 _L_ 265_13) 11 - ('tO 01(1) '10 'Z( OlD__1 110- .332.. .fli, J).3i_ flL L_144.ig_ _jcç3 ,,l9_ 41442 240°2& tilt __ ND I OJ&) )1(f 3j II'))) 73 1,4 071 Lic... '111.0 1k) -77 "0 (III 4 1('40 O,'tI" 000 1j,1 .30$ 127' 2314 125, 6)19 23112 21345 .1410') 11.00 77611 108322 04(1' ..L. 4.I471.ft!2'11 14AL' M.043_ ._Q13L.. .!)43_ .3.43!). .JJI J3.E?_ ._!)ZL ._.±L.. _1i... i011 ----- . :11323441! i(1.94j3'27 L?& ........&. 34.00 11:110 j. 713 477 0440 (COil '140 21 34 ID-I 1401 os2M!) _&_s...?3.J1 L. .3113L .' .~IIIL .3±2L °1.._ .,.00 .10!)4L JO5M43----310!).........J1!). ._..,24~34 --11.43) 14415............9441 14,72 1)4444 14194 140-1 t4w0-Hfi21J m, cut,.J._1411)- 111 1111111OThCW,/ 740:6 - ...Q.9. - .... io- ii Down Ii Tens. - Ill Schad, cpc. , Gon Into c,icc b6'VJ 140:1 II!. - -, -...Carlsbad Oaks -Building B W + R Job Number: 15014 PANEL DOWEL REINFORCEMENT t. CO. 4r. 0.5 w 0.6 Total Opening Length Load (k) Line Panel # Length Length (ft.) {LRFD) _ARegd!ft._(in2L ' USE OR USE 1.11 15 0 15 6.15 0.02 USE #4 DWL 6 1 48 in. o.c. 2 #4 Dowels 2.4.6.8,104 C. 2020 21 0.05 1 USE #4 OWL @ 48 in, o.c. 5 #4 Dowels - 35.7.9 45 0 45 576 1 0.06 - L'SE#4DW36in.o.c. 14Dowels 12 15.33 0 - 15.33 t 9.35 1 0.03 USE 94 DWL@ 48 in. 3 #4 Dowels 13 35 12 23J47 0.09 USE #4 DWL@ 24 in. o.c. 11 1t4Dowels - 14.15 I2517 0 25.17 1 32.2 1 0.06 USE #4 DWL© 36 it). O.C. 8 #4 Dowels 16.26 1 35.33 0 35.33 1 9 0.09 USE #4 OWL @ 24 in. o.c. #4 Dowels _16 El 7.2i25 29 1 0 29 36.5 0.06 USE 1-41 OWL @ 36 in. o.c. 9 #4 Dowels 13,20,22,24 42 0 42 - 22.5 USE #4 OWL @ 48 in. o.c. 6 #4 Dowels 19.23 43 0 43 23.2 0.02 USE #4 DWL & 48 in. o.c. 5 44 Dowels 27.230 25.17 10 25.17 35 j 0.06 USE #4 OWL @ 35 in. ac. 9 #4 Dowels 2-A 29 1 25.17 1 15.33 9.84 16 J 0.08 - ' USE #4 OWL © 24 in. o.c. 4 #4 Dowels 2-0 31 30 0 30 167 -........026 1 USE #5 OWL @ 12n. o.c. 25#5 Dowels 2-h' 30 0 30 167 0.26 • USE 45 OWL 0a12 in. o.c. 25 5 Dowels Design is based UPCfl shear friction per AC 318.11 Sction116.4, assuming that dowels are perpendicular to the shear plane Normal Weight Concrete is assumed. Maximum tensile stress of steel Is 60,000ps1. Load (LRFD) is scaled up from Panel Holdown Spreadsheet to account.iorclu#I shear d.emands (i.e. Line 2-3 Panel 1 = 4.05k -[347k ;228.5k) 6.15k (2)#4 Typical at one o panel ,4o ,r coiisdered in calculation - - 4 .. . .... ..-.. .. ..,..'. .4 .; 1• - ..... . .. ..... . ....... . - ,, '4" _.$. - 4 . WSEMAN + ROHY 433 STRUCTURAL ENGINEERS . . BY t'\ DATE 7L±'L2.. 1.., 1.......'. PROJECT -. oi : SHEET NO. OF Al JOB NO. . / - - . f— .//.. 1"i' , < J. - /.-ji ./, .!/. . Ts - fl 1 ' J-C .-•. C - ---f................ ....... .I/................... I 1 - ......................__._,—..J..'j.4:................................—_../'...........................------------ - > / - .4 4 . 4 4 a. 4 0 . . . . . - - — - . . I - .. - --- .- --- 0__ . . S • . . S • S ()• . ___ V r: S :n-z:zI:r..ziz J !v int::rmr:!z: • JLI .................... i I 1. S 5- . -- '5- 1' 11Zi Lk - , L - - - - - -- - - - I - S - rAN L IA1i'3f4SC. lU4) S • 5' -.. .r . * . - - S • C . - * * - - * S - 5 • 5- C .S -. - - 5 -- - 4. 5 - V7E CI<J\J - S - . -- 555*4 S - - . S - - - 5 •S S Gen Into 0= 2.0 fc= 4.0 ksi fy 60.0 ksi X= 1.00 Qc = 2.0 Pier HwlLw always >2.0 Reveal 0.75in 1) 0.0 Per ACI 9.3.4(A) W5MAN + ROHY 438 -STRUCTURAL ENOINEERS BY DATE _______ PROJECT (/' /fFJ lt'. SHEET PlO OF JOBNO - . J%5A,41 I ... . . .- ... - -...----- - - - .. ..................................................................................................................................... jfi........................... ......... .... ...... ........ ... ......... .... .................. - c . a . - ... ............. - ....... . . ......... ........... ..........................: : - .. : .. . -.. ... . . . : - - . S . . . .... 4 5 439 4 , •1 1' . . . Foundation 4 1.• 4 .45 if .• •4•4 I p N • -. - 3 . 4- 4• •• 5 . 4. 5- I 4 1 1 11 - S •. .. S. . S .14 4 4 4 I .1 -. 4 p 2 2 4 51 I I 6.1 I iy S S S • S 4.', ' . • • WSEMAN+kOHY 5 C.' r 12 5_ 1 4 WISEMAN+ROHY Structural Engineers . PROJECT: Carlsbad Oaks GRADE BEAM DESIGN == . . LOCAT1ON: 1.irie 21 1.-H.5) Juiy 2015 . JOB NO: 15-014 8/1712015 0:43:4. SOIL: CONCRETE: . VERTICAL LOADS (All ASO): - - ;dinsinldr.((10 7000 'oi (rulfraoed) ,_.......____. V Dist loadi 43.0(10140.? ilo Iulc,ea'c 1.:)):) )2irth1or& I.-,7..4 1.. .144 C000) f' Ic 4.43! 1.0! 4,1.1 1)713 )0-24,i . (.1120 Load Lo..d boO Lc,od Lo.4d boO toad D14.thrico 1,1: 0isic tnt 4, 1)1) Is! ;!It[ (1.)! (l...nt1n5) { 1 2 3 4 S 7 14 Slarli11lf 0nd$k!p Sloli End Ahowa 1.00, (1.000 1.3) j24jJ_j(.(WIi 0.0f _1 -------- ------ -- -- omtl I;lCum b!endod (orb : I' I .14 t tho±OOW .10 in . 43' 0.012 o.00 .1141) OIl 47.4:0 k 00!) i ?L.,...__..__ L" 7.1)01. 0.01)1. 11001ill 1)3)1, Lr FOOTING: . . . . _. . V' 3.01)1. COO-K 1).0010Il 11317k 41050 (,-160..0q81101 I II(11131o1111 bbcotj SHEAR IN -) 1L 100k - - I (11.Ion*,n Mm Iil 0 11 =oao 001003)01451405' 1.11, = 0.0 kipz S to is tip)-'0.1%! 11.042k Ic.ql, 110 4,1! p41.c 1) krs - W( isop)_J 'I'S'). - 0)' - L±.2i11 _ifk - .1 I''ij - (21100.4 ,.ieol r,si 01,1100: . . . - dklar.cts fmin Slab to TOP 1 1! •. . too min eo.oeI,000?)'l'/14) V AC .1 eocepjicn (14) 0 1713 II :'. SI,r!74,rJ Sinoobl 3 0.11 Ii' : WOOl 23) It nuuisboi 10044.0/ 5(1,0) iojo 1! . - . LATERAL LOADS (W & 1) boil, ASD): . . ,,1o3e01 4.00141 "0.111 Co I r1) 00, kips r SnaIl.) 04) I ,. %)4lOp( l(C and d.-iJ LI,I 1) Height Height .. S .00W DI. 11Ur0ha'0ii F,(:10) Iji . . WINDING IN EI(rENS1ON boat 00(1441,011 CalUfllfl1I) Atovo (31,.,. I Solon,!.. Seismic i Wind Wind GE C.,nln 0/00351 = 0.01! !;Ib(.$)ro:r,441 13)) (0/f) 0,ao ooens!'0i r.ln'r.coil = OttO k-S 10:0! klo)i JIb) of Fig (J J!!!tL........M00ntl)k4)) (14)00) Moment 1k-h) $0 Weiiihi 0.211, 1J((o0/i - ilCIpsi) A: ,.., 1.70 ii' 112101 :114430 36.50 2.1 30k 4711311 ).C4' 4. O.C. 1024000/11231,1 0514 ;,If in C-DO lo2 5.5:043 173)00 211.111 o:'.os', iin,il o.c-oi. 01.10. 0012° 1)1311 L13i:As= (13)0 4o -. 0.1)0 - 010 00 (VWUSIIPD'/ N I viol I 110359_13)1 0.75:hnbo5:nccd = 0.046P As,_ 6.111 4 010 111010: .4or 1-2b10700141(,o.n1.-01 ClSAhOSI1PI) loib(lMoO. ch:iciGe NOb ,. -. 0.00 00 (10 DISI))e 71110,19)0.0,21) Csmt:inoli:,u:o: 000)) , Sam, of E.0 S,;r.i a! V.4,11 04. 1.(124 (10011,,,l.44.,.,,. 07(0)) : . 41 = 2 - 200:1.0 11-1! (.1000-21111 = (1(1 14-)) GOOD )01;l.el atbaok: or 13U, RIGHT: . --------------------------------- -._.____:_ 4).). IteMs,. 1,n.(a 21,11=, 01.0=! 111 H/Grin5 5111. lOu,. 01. Roolut. - 00:4.0 0 in-In = Urn: ...I3''flo 01/s. 11111.000M0bMATh)N0(Mi's.,!00A,1OI. ........ ...... ......................4' 101 100,,,. h9nln. 0) 141:1:4 :11:12, 440.0? 10011111 llonii:'0 Uofllnn 00? 41,10. MIII:. 0) elI oo,ilu, 44,0 Ion,,;.. lls.,in,( 8-0=45,,! 011? ry 741121114?2't;'nt_i91.14) 6: I. i )i7.) II--):)41.-fl)S/iDly jill(II)IYI(4114 (Golf(14sf) )11-hl_(K-li)5n(ol(II)41414101))(III (Os!)4khl I.C.N. 1.101. i (441 1•"' SCII2' (:0 33)3714 ::01(o 5) 10 ('.1!) 4 :0;! - .'.2I2 M. 0,6,110 71 :!ssC4 .4 .1.00 XII? 4.77 0. 1 F 7 - 1.LJ---------------------1_144)_ _15 1, (.4 .4 IV- 0=. (It ) / 1 111 (14,71) 4. NA "(,s nI I 0°. I. 1 1 (f',) (00o312!tE1.1)L,,,, 12.:!.: !L____..___ UO,L),2'3) 573.21. 41.4 . 01.11415 I,Iio6!y 3111? 0.02 '(10413 /.141 7.42 - 000.0 3? 7014011: '(44440 02.47 • 14.41. ,,o, 7 71114 210' 000.0) -----------------------' 4. 0 1 -(%,I I r. 1;e ' VI 3 1 ID 1 0 14 0 (0/ 5' 1 I C 4' 1 .O. II' 0 l.Co 7.,,'------------------- ---- -0" U. s 0 .42 (.0 '1 14 4 r 014 (141. di (I 00. 1 I - 1..711(ICL,---------._. _0333I!3j,,_ -1 71111.77. ......10 010 21.02.0 C 1-I.!!" . .402) 4140.) 2132 4 04 1:-GOD 71103.0 14440/fl • ('(2.4 4411410,'0 ;40 - I'? • 141 151101) - I I_ - ) In J.) I 14 '2.1. 1. 7 I (1 4 1 0' 11 (i.( 2 1:14 1 -I 1 I -1 1 0 4 i__I___I)) '100 (I / 5 4.10 t: r. 0' 1 1 1 11)614 5- - 31 C. 1 Q1- 1 Ill') 44,4 I0soi71: 10150.fl( I,l.1.uA1.100'. 3314 In !1/i,:'J 1uolT:_---- 0.00010100000100 (Klom,) 1., 71Sf) '(look). ,-mA4100 7.122.4.1112 _____014.40:::1110(10/Ill). ------------ 2 1O))Q.10101.------------1 ........ .10,10:4.1.14:04 - I 441/ 'XI) I ------------ ... _ .... 16,042, 411.11:1 2 . 6.71!.' 1.41.4., 1)011)). I 00/575!: '371,1' - $0210),.102101'L. 1)7707.....__ .........'3)00_0100...... 0100110,1.4.114:0: 3' W. . 11511 - 11105 'mIll:. 114-13-li 2.5:561,10 9701 112)02_._...._ 04/ISO ('1-1001 .; 0.79 '4! 711I. 14(0:7 I 4011 (hiS! 01424 - f '1714 0.71.0' 111-1710, - ii' 1175:. - 01.04.3' mw I rat ome 41710') 4! 70. 10-12 ,05'I!1114'!,.lo, 10050102 (739 .01010....... 00.00.,' 4,4.12 /42.00 0-019 I 11101 10.00. tOo,:. sl -4111 04140 ......"V.....là Do.:) 'V'. L,:(4I' 1)0.1km 'l' (140,4,,) (Ilk) '.4.V. Moo:. 1011211. td-,. VOCllàV 'N lii 511Pm 01111111 0011(01 In 11111,0 112=1100 l.noø!l, IOn, (b1,l,io 41111. 8.1,1,10 007 141.',1 (1,11]44.11)'14ol:l(II))l,(.-(YIN)I'll(lot)-)4.sl) k-Ill14.495,01117 (II) till 408))ll((lot)41:11 (1(4 14540614 -'(nob, 2711/ 60 1. 106.2 .1 IS .......411014 417 :114/700, o,lG,2,, 35 47 (:143 1:51014 1(1) IllS 14)025 0-0 3740511 ,,:l!,l'o 43 1.' - . 1:147 1' 1(01.3 2 Ii) 1411 001.1) - 55 3)-170 C. 1.114,141 0511' (459 0' . 1242 V 1)!!! 1.16 11 01:!) (141 3335:1.4. 141,101 7111! CCI' . y 1211:, 51.4 2:4.4 04005 21: 35510.1 i.:16-lo .551? (101)1 1 1250 . 1125 1 I'S 10131: 0711714 (41 0.!: :011.201 XII.' I; (20 V.11,44.0212 7110122,011 1 351'140 4,1)24, 921) 9.01! - Y_4211.3 1:12 2.10 - 101139 722.02): ,i::no. 14 s: 1' ' 1.1.0 14 100.2 721 7121 (21)1.1(4 :104 :4701.1.4: ,o4,60/ Ii) 4? i'll) V 110/3 731 - 23' 0000 1011.!). 1714 141.40175 I - :140/ho 5:41' - - 1:423 ,- 15'.) 14 IS - 0 010Cr; 1111 X'4:'6 IS 141440/p 1,3 17 17.3) 1' 4-123) 2(11 2.16 - ('00:11 573214 142 !0010') :oli'rh, -- 52.1! (50) -, V 120.3'%Il! 7 ('2 000421. -fl 11070.!li:4!4,5' 521? 0.1112 4' 71:0 (7100. - 7:1,035 10/11.3 3)474)0 - (5575.01 7.73 44 125:1 719 I 05 I3CSI'J 55111 3221175 1520 014'.01 sI:- 1 1253 - 7014 1113 170100 012.13 50 32514140 :14011= 4011/ U 1,514 V "7!) 1.3) 7.2'. 1)0(211 01 322-01.6 6.1455, 05,7 1131) 0' I 196.3 314! 1422: (1421114. 105.20 09 9120701 :11,01: 111? f:0 ' 0' 1513 - 2 1 - 2 1:3 '371011 10! - 324705 ioli,2o 53.17 - 1179 y 170.7 7(1- 3 II) (3007 14/:4 325000 30.07 01 914 - Ill 0' 491's 7141(4 7.15(71)37) '101 1 3/400.0 771(5 70.244 151 V .125.3 - 230 - 2.4/7 43071(2 1/510 1-6 157110.14 .0/it;, V 5311 1147' 11.1!.) I 214 115 00011$,: i(L'7Ji.) '4(4440/ 4131? 01-1! 4' 1:26) '12(5 1.111 01:15) -24997 10/14.4, 1531:514 11 71 49(12 4116 1 l's!:: I 03 it 514 '007:11 116.1 152,0/? 11001 44144! 4l0 1; . n :01 on,. - 13°D644I.o40J . - I. I-loc.rL!s'ebcsod . . V ' 40/73 iso LcoO '" - ' 4 (10 I12iIll5u0140Load - - LotuO :: - Notes: S - .0 Ev= 0po10.0 (l;s() 000 ASCII) (10151,' 110 !.h14-3S 1:101311.t0 Cl' ,54I0ll0/.203',!hodel 11211111000 (lool 11111( 1002 - - 00)011.1141113 bsol1,$ )WSE)o 0.75 for (1,40)1 CMOS p 711KG Ills sp:eo0sbWeb 0.00410)050011.0 16(1( 15 os/,SD - Uses (-30=4.5) ob r.inI5ie)15,ig mmci ((plc (tool-sm 81(0051,5.1 1964 car-es for 3)1.101 7, 1:-IroocrO . V = - Load I = 4,74 mO 1:0104,1) obto, loll oxlr:nsinr' - - .- V 0 -- P '-° . .. -. -- -- .; -- •- . ...-. - WISEMAN+RORY Structural Engineers %PROJECT: C3rIsbad Oaks -. .- . . . . . GRADE BEAM DESIGN LOCATION: Lky 2-3 (C-D) . July 2015 . '. . . . . JOB NO: 15-014 . 811712015 09:3:56 - - SOIL:_______________________________ CONCRETE: - VERTICAL LOADS (AU ASCII: . . . .. - .!r,oio,l,14 3333331 I(33303aj 201131 ps((ool 109(19033'); 10151 Load- I Olol Load -2 - - !4Io,-la)lo IricirosslI 1.333) (lea loeaol cads 0, .4)1 Casois) rc 3 013 310 . 331:3 3)-;i: - Load toad Load load Load Load Load- Load Dlslanan to: I)iInce to: - - J ly' 01) i ylii-t).11 (bsrosr.) 1 3 4 5 6 7 - Steatikif Oncukips Start End Fitf,orn Load 1 575 • . (, 11.1) (lDeal't)- .- I - ...•., -------- [I .... j 'd. C I I r 0 tlrot 'r- 0 0 1 3)90 903 li.0 I /11 11 6 - . 40 17)) lo L'1 0.3:1)3 (11031 • 111.1:(fikl! 31)3)3, 90131. FOOTING:- . - .-.. - -.---- -.--........ 1.,,'! 1i133 1).0')I - 5.331)31131! '.2.33331. '331010 Of left 1. 1(01 huh, 3311 .l410RINLX1INSIO3 (not hot ocncolumon) - .._'Lii. n'" - I3c1nrts,or. 1010,131 1) If - loll, onieosk,i shear Vi, (90 Lips - ti(c is op) 'I e.o) Q, Off - 19337091! 3.110 I 13.111)1. Length P. (A (I p!UV33" '43 -5 ki • - ----------t1J1)CA))'...........................................................- i.iiu.... ..... ... rgeel r:o! 'scednill . 41099c33 trio,: ott 3o30' 1 (1 . .430339(339059033 C0..tr.'tit.091s 3' AC, 11.5(91 n'(:crfdicin (y) - - - . lliirkoiO3"- 1.71; if . ... 51,eoypini,Siac't331 3 011 i . - - -- 13933190'- 2 If 'ouslLoirdstclarzinel legs 2 - : - -----.-.-.- .LATERAL LOADS W & E both ASO): iOu 150 it 1. do i° 291.5 cu if. 13 j it I C ' 4 j, - 110 - Ii 1.33111 3 W by Q.fi alt. do C / 1.4) - _-. ......................................- . IteIq19( Height .. Added 123. 51or9.170'09 (3.13: kit : : IlENDIND IN OXTENSION (not botwoOn (1ltlalL%lI11(: Abnc Abovc 0(1*1. Snttn1i Scls,nic Wind (58 Ceaieao50 WdIit 0113 ku çconc;cio 1110 t-i -.co 11-0-3 1.13 - . . mod Stab (II) of Ftg (It) (1,190) roloninnt (k-ft) I) (kips) Moniolli ..)01t a t).90ksç33oli0pct; . As.,,: 1.3&1 50 rood 25.33311 :111.533 I? 1031. 570.7 '31(3) ((.3) 111!OiGb',Vl,33h!:t1170 LII la (11335 I,, .f,s" 0.013 502 34900,1: '143333 It 10.75 :93.33139 31333:3 11.11:1:1. liP Got:: 11.11)1 1.33oAs° ('0(3 to' -. 1110(3 0.1) V_i) ?9311'060139.C339$0 (1.1)1113 .05,,,,' C-Ill '. 0.01) 101) 0.3) Pc: 1 -117,v iiItt-boinrod CSo/OSt33'I) 1eai331oas, clox:so, 133t - -. 1101) yc. •...L0IlSl[i4 5_,_,_____j...L csyc!L ,_, _______- 4(311 At!R,,1;.ki Loot) CclrJdls901i-300: (3003 33l,'4 iii 3302 Omit Of 7/intl (3s4r toad CoeaItonoWjys: (10013 . . (1 t.gnol5 0 S1m'iuoi,ts 1230.2 k-tI Mc10itAi5 0.0 k-tI .11 -....- ......',2!t2.uiEL............... . ....... ...................- ---------------------- 0.1. Oboist. rod,,, ii Iron, a (join I,. fLeo,1:I.i Li,,. Min ,'t - 00,1.1 0,4,, 04,,.,, I,,,,, 1:, fl,l:,,, M•_ Ill, LOADCl3ltt0154Tt0N5 lB-omit 3/3 oil Ado Alioi:ii.I,3: '0, 34113 131.17(3911 109.95 9. 5010311030.4709 (0' 3 'I.. 13360 11033 129.3, ------ _,Jp'r.- ........-- 1131311.) DR, ._-----_LP3JI' 335 7,2.1)L3'i!~L33,533.11')O? - 327/ I 13/i 11231 '3301 0593522 - !..3i112eaL.-----aL .........................................91123..-------------... .3332.,,...... ft....j9.)3fl I 0,717 1 3913 A3l.'a-iW. (X4I)001i:0i:OZ',:ot,,9-,,ioo4,, 137'J)5aW,,..0a-013303c,0,,.-na, ------- ----------------..----•----__--.-- ...... ----'----_'-'-- - -. ------- - i'OO.ljlt,tyy: Ito,. Iii,, () i 110,1.1 ro,a-oOt,,o,,h,,,, I:, I1,uo11,,. U,. Mi,, lotMain. Slot,. - W 11133,1 000101 0oII,'( tonitU Ban.in,, Boo,ino (157 93 0,0. Mn.,. ii toIl cools, bull Locolti Oon'ino Itoodop CII? 15p1 (a-Ill (K-tI) Scroly (Ii) Ill) tylllJ (lit (69(1 16:11 ia-Ill (941) ilototy (113 (111 (03131 (It) (ktol( (6s1) 3330(5 13 1337147.3 ialiodo -'2335) 7b33 a 63 t: 7.2:' 1: 39 .713.33;. s.c isys:'. I 1231:la 42.141 11 3-7 0. 379. 1132 113;l '30011- 33-235 33 1033736 ::aoi':o .01114' (1 75 I' 190-0 Z. 11.')' 06)33 4.1?- 1.11330 ,95,13/ 1793 33-...7 Y 1631' 1103 ;7111 (3001) 33.9,33 .35 149735 1,131,133 '02 Si? 11.35/ 14 141:2.33? 7.3'; 1101113 11.' 1-97)1 .91.4,330 :79133 0.111: V 07. 11 2.01 .11333 01.901;- i1 149 *A I of C) 90 (11 33 ('0 I, I - I 0 rx, 9 t,.,i c 3337.21 I )1 I 0331) 33 333i-;l, 12.150 1192 14 0209, 7.117 1101 012315 5.610339733 L5041o011.11O9 u: 37 v 37.33 :337 ::o' 0704;;) 32.2 3.1 '23902 '10726 1313 0093 121 1' 33,1!IIIOISS (113313 231' 2103377.3 12.11 2331319 2.11 V /,511 3237 1 30 '3000 213310 2:1533 13.1:13.4 0: f. 033(1: 30:: V 30111 7:333 .i01)3.li4 7 13.1110.1 (0.392 233.04 3110 V r.,- Z! 2.141 1 7) 1) IX, 1) 21-690. 1i0 ('.1)3.1 1:1101, _u 1139 333) 130.33 1.30 i9O (.m:,.,I) .1111 1:33:90.33, '10:0),, .1359 0311 .................. ... -..--................._--_--------- 14-1' '.._'l III. 01332!? .903,0 C000tI0ATICMtd IlloanI 'I,' 05(00,1411:- 'o,91113E 7-90 133-I 033 07 109 011 703392 19( 18233.7. :2 u ;. 2; I; 37 :0,11010:. 13-133)63 In ' I, I 72331 i,101,-' 1331931;i 413 33 I 339) 1 1411' :O,,050. 16-13114 2.9750 ' ii 759.: 1994. 11437 9073,3, --------- ki3Olio0 16-133( Ii' II I /114, .13333 13911. ' ,:' 0.009010'91911437,! I) 11751. 0700' 011.01 90703313,1' lI.2!ri' '2751' ii.i9013.155:11&.._J01.ti2t)J9I40,(SL131)103)133 '.1)22---------------------- 1)1)9 L,(,9.3t lila - .)i3Y1)3,35::::. 322&11 :l *10.14, .19631 I? 70. itt, I; -------- ....., ....111113 It937 1,11141 0(03 Main. Mont. c! riok 1:010101 RIo:') Lc,,,,ll, (Ioc.IIig floo'?no 0131 lIon. Mo,,,, 14 toll - cc,,;,-, 00, 1,3 700,13, fl,o,ipg 0,011:10 OK? 139001 (90-I1) (6.11) Solely (Il( till (YIN) (II) (3:11 (6s1( pa-Il) (k-Il) Solely (113 (Ili )VIS( hit) 16001 (SoI) 0n: 40/0.2 n10191: 67.34' (1392 V 10103333, 1-33 (3133 )7 VII 1033311 ,10:04: .179.33 005 V :701; 2.17' 1151 CLXII) 552.32 117 1.13738 1,1,133: 037,9 1)33) V (-131: ).ill '.41 (11:-Cl;- Ci? 1.93-13.8 37150 -'111133 1:1:9 14 37-1: 2231 11.11 7 (39 .10!) 37-1.13'Ii' 101330.: i,lido 03.00 1.10..' 1' lit, Ii 2.32 2 ta '.1013,:' In! 1115021 ,:13131g 479': 9.1311 90 31111: 2137 1'.)) 7,0-31) 35113)733 1431/36 h,li:'133 03.53 9.3313 1 liii; :311:' 3329 9.u9.131) 330.9 1011117.0 isioullo '.2,52 1',lo) V - 11/I? 7.9? 7.31? (0(141(3 300.70 III 13,3259 9(0-331 027339 052 1' (130 2.3311 1120 13.1111337 339.99,31792' l:dl,i!oi 02:3:; 0111? 1' ('30 11.39 2.233 (A10) 2.01132 10;) 149/06 30330, .12 94' (975 1 13311 2.411 2.37 ('03(2 .0.11 100770 lllo4tn 011•9!? 330 1) 33 12311 2.07 207 (3009.1 057 32 71) 1-133.8 :4113, 02)14 0141 14 1)330 ?.33'/ 7.47 20231. -2.604393:' 0 i:lo1lo (9.111: 1:1:11 14 /1110 701 2411 01(311(1 3911.21 0:111 '4077 a II; (5 3611? '.6) v 13111 2.411' 1.131' (1021', 3327.1 101-79.7 13.333- 3919'),':) 9' (01: 2.14 Cr.3 15011:0,) 20390133 1021 ,0.1,.5 :050033 .13,1332 ('93 V 14,,: 33.23? 7.211 0011) 95(1 1507033 140902 43933 Cl)-) 90' 751? 735 :03,733 119 I0'J1)ll 1011101, 0745.' 11113 14 ('70 2.97 2.97 11t14317 951: 1130.')13 :15033- 4214: C9.1 V 3339 2,317 5.337 1333323 33102-01333 913265 211333 49.51, 151 1011,'- 350, '.333' 11050112 i37 10 10506) 1174:1 -311.337 (.6' V 119.0 2.1,1, 17? CLI-311 1)1 00 711 (521333 039.334 151.19 'I' IS, I10.201?0 303;1 90 117703 iftbik. 42.933 111101 14 1120 3.20 124 1)01021) _j0.Lt)39 _j(33_i•.3W3)';.....3_....!j..._:7311.•)..51i) '.02 ('234 - (:037, 727.1 59402 (909 21(1' 0.23 V 1(59 (3333' -00.) 13150:1) ......'' '' --------------------------------- --------'--------''''""'" ------------------------------------- Notosl 1) 0 (.393110 1.5621 33:.-. (3per 15(3 (13311403310)39,4 4511:)) 31396::) (3(103330 )I1715iL'l,0 Ml ,(olot,sil,i:s-1,,03300 (01330103091 (11193 Lou! 1,55,1 9° ('hid lion I.,1a:t 009.nloruiog 10(400(19k. Ili) oh).'I5 lot basic cases xl 01111.31 12.11.-I - 13709) ((Vi) (11/4 - - '111133 Syloodrdo,9,7( c.l,lsitleis boO!, Ii 3904195 e,i-,SD - - • - - - Li EfAINI.Pke Lomil •, -. • • • 'l,ism& lowest of c.onli*i?11:i 9.33(1 IUn'o 1,30,133(0 atlo,oa:n load 33)153,5 (0,1 Shot,, S tl-t,1,t,CII: * - - '.. - - 0 - - • 11510(34311 - Lola 1 I: I 33 l froni left 3131 "'I 8:19,, CI 1* ' - - •• _ - - -• -. 0 - • • ,_ -3 •• - - 0. - • I ' - •1 7 -• 0 ' l • 1- , W1SEMAN+ROHY Structural Engineers - PROJECT: CarIibad Oaks GRADE BEAM DESIGN == . LOCATION: Line 2-A July 2015 . . JOB NO: 15-014 6117/2015 •09:44:0 SOIL: CONCRTC: Cyabe Soil tieau'n 3tj0i) pI(not ir0} Al66titr) Incleai1e 1:10:1 ((or 161117(0 1111160 ii' At! Cases) 311 1st pIll 030 ---.-.--.---.-....----.. (56661( fy 60 1(0 KIt 110 (ben-441,J) 0r 1.0:1 (1.0oo1.3) ltonoo tar.tttr 3.i it = thiclinoris '15 in 17.0 in FOOTING: . ticrisioti: at hi!!i 0 II Ito hilt ci liul bout) .. dltEAti IN EXTENSION (:lot 6061/eon cotunmi): Exiblisron at lilit7 6 ii moa io,c.nn v. (61) IcogIll o. 150.51) II - plO Yc = :ct.y Lips (s4e6: 614161 0(11.011111100: 'i0t1c00o 1,011; Slob toTt3r 1 It . .' use 1,10, 61561 #oc166t11,l,?( '7/li) Y ti011.5.6.1 4,1(lp.9, (o) lht6knd$/ 175 It -. $bo., (14101 /;j4il- 13111 in, Width 2 II . rtort:ttoo of :,lu'sa, 0110, kjs 2 Gia11c-13ian1 Vobuns u. it. . . Act'Jc-ul IN. ilrrl'rtthrxjrl 1 COIl KU : NENtOFIG IN EXTENSION (not between columns): 016 Conci'c'to Wetlr! 01. 53 bit (cot'ctohi 151) pcI) max 60(1900011167(116161 0.0111 1,11 Sot! Attove Wekjl( 0.22 61116o11 110 )CF) '1.1. MIII 1.30 iii" 165616t114 1?.71. lilt e.t In -/i.so 11(1.1 K12 Mirk 0.110 1.A:,o 0.011 I. 2101,;051•lptJ 7 hi Nj Jitt(tS/i 'it!) 01/5(60 FISLIIICOII 0.01115 Its OttO hi' 61001.: Per lOso', lklt,I.lr'iod 1SSA'OSilPi.1 baildhios. cltonall 147(1 . .......J1iStiL tettLJL____.f....6........ --------- At1.a'rriuto Load Co r.ltir'altr,ns: (300 0a5ic loud Cc bi,ouiitorc: (306)13 9Ol) fall wwdc Cl 46 gllwmda 64061. 'hoOt '110113 -] . . . . . . ... . t111Q!0116117( VERTICAL LOADS (All ASOj_ 0t5tI.ot1-1 I Load Load Load Lcint load load load toad 0104at1131 to: 7 6 StaA1irll End/kit, Dill horn Incot I t I) 112111 61,0511 6.0011 lt:41.Oit 1=1 211111. (5.1(31 C.Xi3601.ti 0.1)111. II ( i.ii1111. (1.52. Ii t 0050 hIt 0.00 S (1.1St) 1. 11(55 1, ii (5\i lilt 1130-s 11(1 llup}9 (61)01. 10.11616 (611616)411 11.17.11. LATERAL LOADJ/ & E Itotli ASO): (IllohlItIty 61.' 0/5.1111 tool d60t10 E l;n 1.1; . 161119111 heIght Above /41,00c Bull. Seismic. Sctsltdc 0(1*111 toil LOYCI Slob (It) Ctltfit) (lips) klxtl000l . I I Kttos) Mo,nptlt (6.11) (loot 30 it 1330 04 77K 14 EM, 3 12•5.04 01) 133311 111.75 01.201k 1. 76.1 :1.1,161 . 133 (1(111 iLiroelna :d Mitr.11111t5 22514.1 1.41 Mt1n,1cn1 n 133) Ott Load .2 anco to: L(tAt) C(itllttliAll0ltlj lOucoil on 6Stt 'fllh,,l,to't: -,.-- t'o, ;os Ito;: 11,131140.11111;.:,.? I c. I I ti t,,,l',.r 16. 1? lot 12- I. Ito • t.c6r1 0071 10111.1 1411 4Ui2Lt0t. 13OL.L0............. ht(175111011, 141211 11,111 13.6 :5____._J.6 210 ..........:It2° ....,..12c 'III1.WiL!011.L..... ooyo... ............................. .:t'4,I11I 10.2.1 141170-I '7.' ill. IlOUlL 0'0U1 41*0111 0 'toIl III 11Oo11lI1J Mfl 41,11, Or. flot00l. fo;In, 0 horn o (loin Ut Iln,!nu tO,,,.. - 1411,1. PlOt NI, n. l,iioo . I,? riolil -Ni X-17 10,1,114 Ilo'i'lno ftotolxo (110/ OK?plaIt 10.5r,. Moo,. & loll 1011101 00.0, Lo-nolh ti401iIIg (1o01.iu 111111 . 1601 5,1010 till (Ill 1161) tIll 11.116 11,011 1k_Itt hilt) 14.1.1y tIlt tilt 1161111 tIll 10011 boll 257.1.6: 16.5 191:165,101.110 111 617 1101 9 AllO I ill 1151 11/7115)1. :10 . 101760 1,161014 t<' a' 1111.1 6- -tilitO i 0! iii; .'ltl5lt: 03 l!'101 1! 614117,14 141 r" 60111 1266 tOil 51 1711616 51250' bliOba 66011 11 1050 1011 t St 1711/Il) 210.116 116' 10-1250 Inlnhia 1.11116 6661 9 16711 1.11/ 111 01)01) II' 1,11:2/I; 116,64 1,0.112 b.C17 1' v,or, 'to' . 1.51 LX'CC - 207.51! 03 111161 6.'n11.'ii:n' 50011 ((11 6't"O 10. I 101 - 1110 1)17012 :1.6 11117116) i,II11i14 661.55 1110 1' .1 '•4Il f I 61" 773711! :417.511 0.0 16106 tl olin (01110 (..C\ 1' 121.'7 . ;:119 - I 111- . I 1/. 12011.6 .7(112111, SIr Ill II' 1' - . 17"" .....'1511 11125112 21.2.101 7211.1 5. 1912/6 ' 114!, '1111115 I,$7 1' 1)0,12 (.t!IL11( sool..t 1017116 ''16. . 40,96 - 1.. IJ'1) S1 • 156.6 2.17/ 1.21* tIOXIl) .1142. •2700 .616515---------------1,311!? 4 02126 . 1.1112 /J',IhiSlo -4/itS, 43.°....611 .11141 I' I' 150.1. 11161116 241* 175 I LO St. 1017(112 (.16'4171'Ov 12/itO 1(217.11 1211155 -.. 71111 1,10010 4.107 111101 (1*39 C 110 11 14 111511 ' lob. 266 • .64 114 I - 3131)02 f.ILO,0I7.O Sn) 1100.11.1 Cocoon 61140014,01 I13)2p:. i'q,.-o; 00.1 ldoo,i; tools - _ ' ---..--' - ....-.--.------- ----'-.-.____---_-_--.-_- .... 0ttCE1OWAROUl)__ - - - 3)oç5oQtEx5_______,,•,, - -07 - -. (531 tOo,,. lOon. 14.111 - Oh 111114 innlo, I'll Ku,n? *10011110 10,1,41, *11*10. t1od,Cl - 110117 11110. 1(011,1110 01121 VI. 01/Ill. 11001111. 1,100*. 101101 xl 0111411 Fill 0*1410 01111/I hI Ho,o7 lWa,ioo .' Lnn(nlh 1040. 11 ilooltll,, Mlii. 600lion 011.7 Shot 11.111 hulily 1t (ill (YIN) 111 1651) 16.111 (6.01' 5oJ&y 111) 1111 l'I'6( -. till ; - (soIl 160*1 • 5511!: 1)611 '1 11-04 I 6' 1 11: '317011 lIt! 191)1! 6111,111,01,, 11505 1' 10': 1' 1201 ''11'. i.ti F-171 _71 -71 if, 1: 1011111 :0,6, '7 11*57 1 17 ' I 11! '1137(1; 111 111750 blido- 1170') /;0' V. , 1V:(1. ' I 9 1:41 1108515 1971.0 ('3- 1162111' 1111:110 11011! ItO) 1' - 11611 I 6: 111 11011.13 :111 111136.I1t4o4l/ljo,C.1: 5041 1' 111.16 1 51 I III '26171) 10(h) :1(1' 15121! F' 0160110 1/11171 C.M. #056 tI 1)11317:71 01 11)1)6,71 1.06111s 3.51' 11110' 11 1776. 1 9; 1112017 101.7.11 ('.1) lo':77 tn!i:1;o rot,:,!;, - 61,016 111111; - 611/' ' - 11,111 1' 10412', I 1" 7.1 .1,12111) 41' 5125,1. inlhili. M,17:10(71 1' '15CC. 1 III -.1." 11 - 'lIt1 - 16(7.7 " 5112011 - - 1111261: 11 0-il: 1111 I III - 131 :1,,::, :111 11.11:11.1: 111111:6.1 117.10 :1(41 I' - 11111 1771! - 101 12171163' ht112Iio') 191201 i,rillln, - 161111." ('47.1 11111.11 1 101 11121)1 11, 1011260' i-411n1, 111 Oil 4,16: 11 I Cl ISO 5412.1111 '111103 1111211'. 11 71! '151.7 4,1.1 y 1100,11 1.02 1 .1-7 1600'!) 1,11107 10117116 Cl 26 '1.02-0 .04.1 V 11111 C 2.12 1.64 61171771 107,511 11.11 19171.6 1,0.L',,'o'. 111116 PC') 6 11111) 12' 1 5) (2177)0' 1111 - 51(2711 i::lhils (61.0) 0.611 3' 11:91: 1 /1 1 51 6005 1117.51:- 6.11 11111-011: 05414 , '1010 0111L7 V 01511 I C. 1 St 1212(11; :1,7 l91'110, :11661 111122 11111 9 11117. 1111 111 1202 1' I', 06/ 3 1! '*.0 21, 1 (l"I 1/ 1 I? 15 all C '6 1 1.3 311)01 11.6 11461.0 101:101:0 161,11! (1.1161 YII!1.1) I IS II) 560711 ;l 1! 110(516 i'lNlo 60.51.' 0111 16 1:1,1". 1 II 1111 13171312 114 1001 1 71. II I .1 lb iLl 14011,5: Sue. lEO (21l*n1141*) (1111 ASCl (5o61r.) - - - - (1,,, '-0)000 I105501!11 00 (lILt006:LVlS- ,onad,01 entc66un 1101'itiE4liC1,'Il . 1 ' -- . - - o7on,rrnolj (1111195(070111106.711101 Last, (111111.0 (.111 1r11011 1/.13.4 Tt:is np'oantol:eel 1. 60I'01111411 b0tt h( 0114 11' (ill 1113(1 . • -- I ' ' . - ' . 0 F.jsno tlrii(1111 (4 (1I,lI!'61Ul11) 61113 17(011 11301601 511110711110 lOOtt 08)05 1111' 51I'.isa, 11 M0l1t4,0( I -- - - - 1043 1 1111161 botd 1(511:714(1 41107114( 111079511011 0 011101' t61'i ('2(42. ('15,51,6 ]coot:' 1,14141411001011. 11. - Uh10..oG lv 023 In 464...6'. 1±1 - 0'S Lepollct: - . I) (7u:411 Lcott L t'Isor 1.101' Load t L, 111116,1 Liooi Load - . :- 11 Ii tl'tillitoollli I.o5d SoouwLem .1411 Cl7MttlNATtt)t1S (Co#,,,ln,l AOl) '11011141: 04 0505 1015(10 I 1. 171.46135107111171116' 1110,2.1 I? . (/ .. iLls/li............... (............... -------- - 10,1101114.11601 b- t' - 1 '.5611 1040 l(l0I5I.116.1056J11:S I.L0S3_____..J3w)........ 01.4I4h1 101111*1 l'-'s4i.!. . 0.11,11 I 1121111 1,7112 1171'!! .. .........J,l.525.5-3O2.3.L)7: L.......... 11:101014 I'n'1.714 l's' 1.9 (I.cos 1126. I 141.4156 6.11/41 16011110116.11/til (11. '1179!.- 11501.' .11./hi!! (6. 6.211!.. 0167. 6.71.7/ 116115 11.116.1,12/lI 0161! I 6161 110:6 751!r 1.106 1p6IOsili.iOJi:.515,.t1./)y.C..64116,1Is !.22s1Ot!,.,.__i.w)2...L . OL.___...._. 4.4 • .1 - - " t o - :- -: Jr:01. • SOIL; - CONCRETE: VERTICAL LOADS (Alt ASI)): - Aliowable Soil Tlllatill:J 41'VJ PS! (not ilwleaon,nI( . -- ------- . - - Dist Load. S . Did Lead - ) twdo tOCill000 1.2:43 (Iny latorti! 1-311(1% 01 All 0110(60) IC. 3 02) On) . 13M, (aiw; load load Load Lo.ld Load load Load Load Diolatico to: Distance to: -. .• tyn Intl 051.- ylllo 0.0(20601013) - I 2 34 5 .6 7 0 SiattAil tiodikl Slat) End . . - d.o° 1.110 (l.11orl.3) 0.' 0 .' Diattocoetond .i53yJ((5(l ---------- -------------------)i!.!2iJ! I014ll(I5%jI0(;1,17 t in nt Itiickncny, - 4.0 01 0-t 0.15111 0111010 . - 2(113 kIt 61 31)1 Ill 1 - - .................. ......:_P - L=l103k 0010k ; 1. •,L((to.600 FOOTING:- . . . ---- i..=Qcto 0.7411 - . 01K'J4llt?k 15000 E01000660 iii loll H (0-toilet No; 0,101:. SHEAR (N OX) 150-MON (lint ll11Iw1r, 1101111000); 1 -s'nLucao.......a.m. .____ ...... i(xtlnoiwl ot rejh; 11 II vex nylia-nool >160111 Von 2/DO (,'iio P (. to U LIII I' - (1.12)1>1.11 ti oao 1701) - t.etejll.o 42.01) 0 - :-- ptivc° 01-1160 1,11:0 . _.!i - ------------ ----------------. L_..1L --------------------------c_c0) (ls'r sleet 111115010140.1) iIlStO003 1111111 SItu) to it I II . Iwo 11114 $1001 6000011:oop(y/N I' AOl 11.5 1, 1 e000,1101:r, (a) so- .226' Ii Lth Ii . ,.00,liny tnt 01113(0 00601110)110 . - - . .. . -- .-. LATERAL LOADS (W & E both ASO): - .- Grtu;1v13011,11 0151(110011 911560 ($1.11 .!y__cJo.._---------------_cl )'------0- -- (11101;lytyw I 0.6 01111 110111010 Ii Dy 1 li • .- ..____ ----------------------------------_.--. ----.,. . Ho1%l.I H61951 lrbk,il 1)1. S;,nl:arn 1144) Ill EENI)IN0 IN EXTENSION (,'.ot between Cvin'flno(; . - Above Above thy. 50110,116 $ol ,1,ic Wind - WOOd GB 01noxe1 OODOJII1 11 3.61 kIt (ll16xe(e r, 150 )cS) . wax exii-awiai; .n0000t 7114 32 i-ti - Leet Stab ((Ii of FIg (It) (0190) Mnmejl (kip.) - 100111001(5-It) 0-l1tAie,voViw I= 0.7lol(a1llo 11 1( PC1) As 0.1102 (41 fool 311.10-I; 34.25 '(51.13)1 30090 11(150, Oil To(60O110257_.I,io 4.111 LII - .................'I.)) it: ......319 :9 Soronol -1471011 1072 II :00k 21)9 IIQSS 05 rn,,3(.' 0.06 1.20lrA5n 0.160- i -- 001) - 00 01! OS.aiOSi-tF'I)? 14 (YIN) (1955,01.11: 0.75 lw Elao°..4 0(1150 A,,,,_. 0 47.14 0- - 0011 00 01) 112015. I',q 1-=yl(21:I-I,eoI:i71 D0A100i100 bitt j/;oo, clizirny: 1169 . ._ 0(03 011 . CO ----------------l10ro -- (1110 AD 00 flicordlit 1.oa:i Co'nnlll,,alkalni: Gc-O-D : theot vi 19) 015-0 ill 10-mI 1122i6 LotA) Ct.-011,o,ato,lw: FIG GOOD . . (ol.c-(eIs r 2 0157,60)110 391 13.9 a-It Uwnolirs (10 k-Il (0-Von id; lxnoa 111 411; ottuonnOlO 01111,0 vol noakl .. . . . . . . . . . . . . . . . . . . .. . -- - 01910.USC)1S260fF - 1 0,1. i00I. (100110 5 Eon, too, I,: Bo10h, M. Olin. 04. Cools-,. ('ante. 0 bo - Olson In Uterine 01st. 1111,,. ISO COMOIUAIIOIIS fOaled tn/sM) 0-aos,,alt-'l' -- I-tat Morn. Moe,. dl .1,10,1 0.11101 Ka"'?(oneS Doerino 86,054, 111(1 Morn. Men,, ol IL!: Onto, 10/rn? 10.02' Beet 8-6.l 8-6. (14? 21712 III. 1261? 017.11072.2 I) I. I.. T'ii 1150) Will (0-01 0_nItty ((I) M) (111(1) 01 (Loll (lnn(( 0-Il; 10-1,1 SM." lot (Ill (01111 (10 11.011 (k.1( n'n-on 10-1 lIe; I3( I. • I., -- I -110, I 7116 10% 00417 u 1 1,01':'! i,'5,1., 71.41! 0105,1)1; 01-,': 011:1 0-16010 20 '0110 II' Ii 1711 I, 01) 11 121 01 1071 (10100) 10-1131,) j0'L2 _,.__, 2.011771.109031-------_L(12' 70.9.01 (17 54291. 160-0n 9100 LOW V 4110. 1160 1:611 01171; 0.0 0471.2 ollote 11>01 (1.011 1' .174 II'S r. i'll (010711 11 lIlt 11020> 0w-I-n 2:1.0;: (leo- 0 -0.0 11.04 11611 131)011 :0.11 0000.3 etniin 1110,': 0 ((10 571, 690 0110 121701) £15 ( - I, .---!111 .1:05 ill S-a.,, -n 10- 0 I CII 00 0 1' 1? 6 -54 ott, 1 4 1 110 00. CoOl 111,st. - 5&23L_.___.__.. 71601L 190_,_,_!55.e'-(:5 200 n; Ill: 10,50.3 1101,110 71.001 11.(0 11 07.0 11111 t'.tO 0601)1) 4011 54002 nOte 11.00' 11110' 0 070 06 C. CA 01710) -5101) •50i0... 7/0117 00' CoO 9.1503 1 cli 1.004 10010 14 17.0 -Ire .,nto 1113-070/IOn 0.1115.9 I 4-7 2011 190.1 14 11.0' cnn cny c-cot; - ........, 13155,, 2000'i '3110% 401001 19(1 020 10.17 II 17.01 0111! ('.010 120171) 1010 u .1%,2' 120 6.00 1670 14 12.0 1911 1111 610021) 011.0, .o-o:. IL' 1.71?- I 503 11019 01,113 lilt nO Cr; - $1191? o- 11,0000 - 2: 01) - :00 11 (11,0 ('30 (77(111 151: 11191) - !ASS. 01,06 0110 0 .12.0 1156 ".50 f-1-jnrt71n 711.Ii3n4154 I.0St,:,ncnn,40n.1 I 131116, COo,I sot: 50.-,n.-.n I .1001 01 Cs-list .'O.,e.. ----------------1'., tOO, eSfl---------------------................... .'S(ICOUAl$IATIIINOIISo,nd en 000 10w1/l: 7-1-117.4 I (12,0.3 -I 2(017 tIC 11110 5.3 0 :1 cv -----------_. -----------------10160........................ el'alcO 10111111) I;- I., 101.11' I 1001' ,,-,oao,,11)-l',,ltl 1($ I 00141 111)0) 050-411)0141 .........!L.____._ .0-J0110,l ill_I 1.1.11 '100./SI. - (.001, 1 173(1 1111111 lilA' I 1,000011 10-1011 157/ 111(0 1 I Cli ---------------L'Li5....... ?U- INO 'I I (1/12. -11151,4 01.01 1(00 11194 11.0511 I 0.015 SI/Se., 1(1-13(0,1 I? SI: 114. - 0.7;iS''I':0004 0(1) 01,050 1700 11.72.0 v,01ny1101) l'174.3(25n.0l4'71.54.inn.10r70-r ( jn41•,_ - - 0r051n,lhiOIO ° ((10110 POOl One, Pleat. of - .........................- .1,0,1 (ontO, Ron,? Ou.,th,o t5O. 01!. S0t5O5. I1l1I0rt.000l5lllClfl II 0094(110 lILa. Ml,;. IS,',; 0-0) 11,211 Ealn5 (I,) (II) (Y:11) (oct.10 (0) (kl) ItnuOn, lid) 0507 I . e,,,. lot,] Sian, (0-1I( .4 llolel>, 1.41 (11) 0,010, III; Knoll (Y:li( Lentils 79 INn',.,,, 10111 11w4,n 0,1) 001 /1.'4*C 01'z.nx-;, ':10,10 21,1:0 R.X. 0 - -17.11 11.00 0/0 130010 (1.11 714552 1,1100, 21.09 42.1' - 110111,90 ('131242 206.7.? 150 1,05%.) (,l,,on 21111.' 112.! 1' /.7.0 (01: 9.01' ('074) tIn: 1519.6.:: 1,5.0/ 7114' 01.10- .1011 '('.00 11.14' 12170112 103.17 36 1,0011 1101411 711111 ('.0.1 1' 'tIC 0(11) 1110 120)01) 0.0557_Ill '10,14. Il 00 19(4 1' 17.41 11.51) ('.10 11(11710 151.1:7 2% 3.154.? lloloo 216-0 0110 0' 07.0 1,00 07.0 (10171: It _1100,7 ,n'eyo. 710,) (111. N. .170 5071 1)57 111071) .0011 .111 310)1> lll0 211.0 120.7 0 031. 0114' 7173 1.;41131) (111 10514.11, (.15,4n 21110 0.00 0 47111 11410 11.90 00011 .011100 150 541.9.7 ,I.4o 01110 01111 0 42.0 0.110 C os ::5070o 1)11 541102 (101,50 210-C (-0211' 0 0711 0011 1100 170120 01762/ 4C- 151537 1111111.1 II Cl> S.C-C 1' 40/ ('.02 ((0 (((11)0) :111 14192 iOnS,, 0111.11 (:.CO V 41.41 0.17, 0110 700.117 21171 11 1,455:1 1.96 1.72 1126 IL $1'? 2115 CII'> (1101)1) 70)112 5.1053 I 1 2.71' '121) 11 1112 73(2' 11511 0017(1 '1 fij I 1 0 00 7.1 I 14 1 00 I 1110 II 1. 1, 00 Cl', 0-LOx> 5..; tel59.3 elbIle 71(10 (9417 0' 49-7 600 k.1. Fit 114071? Ii.) 50-On.) i,Iotlo 2' ('6 01111 7 .110 - 0.00 11.016 '603017 1 710.0 101,500 2017 130-01 7.31, It 71( 11 118 C 1)0 6C01- 11101% 1/1149 2.1,! 17(1.11 01,5 11 75.2 (0% 0,57 01001) 1511.014 - (il -- 12751, 1 C 011.11, ii ('1 III 'c 0,1119 ent V I '17.0 Or 632 07 t',I'3 II '57071;- '0 11,0 2775.0 7 610110 011 26 .5.1, 7.01' 1. V 5 05(1 (.59 2.53 (601171) :100100 (401,nO'le.O/,o,s'IInvO 25 re' 0-5747 1213e 10501141: 110(00: ______________________ _____________________________ _____________________________________________________•0 0 OCisi1Wad lie 011)par 11JO (1,llielli,Inn) a'r.I AlICE. (11411.0) Us NOLOIO po$8:L'Pn1 On 0x1nn4an'> - ntn,141,wio,I9itnI 10151161.11110 I. 0 01001 I,1v0 1.410,1 Ovc11ne10IxJ 1,o,:s (*-^-'& E) 0711 F0rtIbSJ,. t:loot:o;lo. 5000 (7113.4 194,01 We La:t • - . 'ills 1.r-leall%I'1041( (iiP4i;I001 1112910 wit! W>y 0513 01 n Earth-.y.alio .0114 . • (Jscoi (:0-14-01 Of L-ot:lnair.g (100-011001 b50i <so ;dlw-,,.,Ic, ('tot ot-o-1o: Sl,::i,. 01.0400,01,1 '3(n Snow 141:01 - Lr,a'j 1 I69(lns'J (owl 1011 10100 loll flyil'O)i57, - I • - - ' a - - . - - - , - - •'-.0 - . , .. - - 8 -o : #3 I - - - - GEOCON INC0RPcR ATE D GEoTECHNicAL.ENVikONME.N.rAL.MAVER:ALs Project No. 06442-32-20 . March 18,2015 SR22 Carlsbad Oaks Distribution, LLC % SR Commercial 127 Lomas Santa Fe Drive Solana Beach, California 92075 Attention: Mr. Adam Robinson A • Subject: UPDATE GEOTECHNICAL REPORT C'ADT QoArr\ATrc T( nmuuiTcrxTtQc DADV TCP 12 CARLSBAD, CALIFORNIA Dear Mr. Robinson: - In accordance with your request, and our Proposal No. LG-15033, dated February 4, 2015, we have prepared this update geotechnical report for the continued development of the subject property. The accompanying report presents the findings of our study and our conclusions and recommendations pertaining to the geotechnical aspects of project development. We understand the proposed project includes fine grading the existing sheet-graded pad to support two office/industrial buildings along with associated improvements. The buildings are anticipated to consist of two- to three-story, concrete tilt-up structures supported by conventional continuotis, isolated spread footings or appropriate combinations thereof with slab-on-grade floors. Based on the results of this study, it is dur opinion that the subject lot can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. ., Very truly yours, - GEOCON INCORPORATED Emilio Alvarado avid B.". vans -. - PLv : RCE 66915 CEG 1860 N0.66915 M DAVID B. IV NO. 1866 (3) Addressee CAUN CS RTIhE6 (3) Excel Engineering ENGINEER NG, GEOLOGI Attention: Mr. Adam Van Loy - Op 6960 Flanders Drive • San Diego, California 92121-2974 0 Telephone 858.558.6900 • Fax 858.558.6159 4. - &,' ''4,4•*, 4 TABLE OF CONTENTS 4- :4 * - * 1.. PURPOSE AND SCOPE .................................................................................................................. 1 4 2 PREVIOUS SITE DEVELOPMENT 2 4 .4 • .' • 3. AND PROJECT DESCRIPTION ..........................................................................................2 . - SITE '- . - . - .4. - SOIL AND GEOLOGIC CONDITIONS ........................................................................................ 3. . 4 4.1 Compacted Fill (Qcf and Quc) .............................................................................................. 3 - 4.2.'Granitic Rock (Kgr) 4 5 RJPPABILITY AND ROCK CONSIDERATIONS 4 6., GROUNDWATER ...... ...................................................................................................................... 5 '4 $ 7 GEOLOGIC HAZARDS 5 -7'1 7 1 Faulting .................................................................................................................................5 7.2 'Seismicity-Deterministic Analysis ........................................................................................ 5. •' - .. 7.3 Seismicity-Probabilistic Analysis.........................................................................................'. 6,' ,. 7.4.- Landslides ............................................................................................................................... .7 ' :;'• . ': .7.5 Liquefaction ..........................................................................................................................7 7.6 ' Tsunamis and Seiches ...........................................................................................................7 -- '•• • '8. CONCLUSIONS AND RECOMMENDATIONS ..........................................................................8 8.1— General 8- 8.2 Soil and Excavation Characteristics 9 8.3 'Corrosion 9 8.4 Subdrains.............................................................................................................................10 .4 8.5 Grading................................................................................................................................10 '4 ' .,8 .6 Earthwork Grading Factors 12 8.7. Slopes ............ ...................................... ....... .........................................................................14 8.8 Seismic Design Criteria 14 8.9 Foundation and Concrete Slab-On-Grade Recommendations ............................................16 ' 8.10 Retaining Walls and Lateral Loads Recommendations ....................................................... 19: •. 8.11 Soil Nail Wall Recommendations ....................................................................................... 20,', • • 8.12. Mechanically Stabilized Earth (MSE) Retaining Walls......................................................22 ' 24 4' 8.13 Preliminary Pavement Recommendations - Flexible and Rigid ............................ ......... .... 8.14, Detention Basin and Bioswales Recommendations ............................................................ 26. -8.15 Site Drainage and Moisture Protection 27 8.16 Slope Maintenance 27 * 8.47 Grading, Foundation, and Retaining Wall Plan Review 28 LIMITATIONS AND UNIFORMITY OF CONDITIONS - MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections A-A' through C-C' (Map Pocket) .. 'i Figure 4, Wall/Column Footing Dimension Detail - • -. J -Figure 5, Retaining Wall Drainage Detail -. - • - Figure 6, Soil Nail Wall Drainage Detail 4.. '•' .4 , - • * - .4 • ••: • . - TABLE OF CONTENTS (Concluded) APPENDIX A - - FIELD INVESTIGATION Figures Al - A1O, Logs of Exploratory Trenches - : - 4- .- APPENDIXB LABORATORY TESTING (prepared by Geocon Incorporated, 2007) APPENDIX RECOMMENDED GRADING SPECIFICATIONS : - -. -- - I • ' -•c '..' '1 ..- - -- 4 . . . . ' t j.- J., • ., * 1 •• - . • • '• . *4.. • • .• ,- ,.• . • • -r -- : :: •'••• .: - -. -tI. *1' • I. - •* • I. '• - .• ,- •'1 • 4. - 1 -: • .•. • - ••• _!*I•,._.(_ • I I . .r 7 , - .- - T '•4 •.. L" * ,, -;.c;,_ , •. ••-.' - •. 1' - -: ; . -- • 1. • - • . . . •'-:-_ -.', • 4_• ' •.., •. •-. * - ', ' -'-- ••4 L - -- - . ._ :.. ' ' - : : •I- . ,* : - .1 - :-.- •• ......-. * -. - - -- • •• .•1l . • ,',,.4. -44• •• 4 . -. . - - - * 1. .....- -:' • ._. - 4 .. UPDATE GEOTECHNICAL REPORT - . a I PURPOSE AND SCOPE This report presents the results of an update geotechnical study for the proposed ultimate. * development of Lot 13 located in the Carlsbad Oaks North Business Park in Carlsbad, California (see Vicinity Map Figure 1) The purpose of this report was to evaluate the soil and geologic conditions within the site and provide specific geotechnical recommendations pertaining to the development of the property as proposed I F I - The scope of our study included a site visit to observe whether the lot is essentially the same as it was upon the completion of mass grading, and review of the following reports and plan specific to the project ' 1 Final Report of Testing and Observation Services During Construction of Site Improvements Carlsbad Oaks North Business Park Phase 2 Carlsbad California, prepared by Geocon Incorporated, dated December 22, 2008 (Project No 06442-32-14) 2; Final Report of Testing and Observation Services During Site Grading, Carlsbad Oaks North Business Park - Phase 2 (Phase 2-Lots 13 through 19 Phase 3-Lots 20 through 25 and Lot 27), Carlsbad, California, prepared by Geocon Incorporated, dated December 11, 2007 ' (Project No 06442-32-13) h Final Report of Testing & Observation Services During Site Grading Carlsbad Oaks North 'Business Park - Phase 1 Lots 1 through 9 Carlsbad California, prepared by Geocon Incorporated, dated August 30, 2006 (Project No 06442-32-04A) 4 Update Geotechnical Investigation Carlsbad Oaks North Business Park and Faraday 1-Avenue Offsite, Carlsbad, California, prepared by Geocon Incorporated, dated October 21, 2004 (Project No 06442-32-03) 5. Site Development Plan (Minor) for Carlsbad Oaks Lot 13, Carlsbad, California, prepared by Excel Engineering, PDF copy received March 10, 2015 We also performed exploratory trenching in February 10, 2015 where granitic rock was exposed at grade along the north and northwest edge of the pad. The purpose of the trenching was to obtain further information regarding rock nppability in areas of planned excavation Logs of the exploratory trenches and other details of the field investigation are presented in Appendix A. ' The descriptions of the soil and geologic conditions and proposed development described herein is - - . - • -.-. 4.. -. based' on review of the referenced reports and plan, and observations made during mass grading'. • operations for Lot 13 of the Carlsbad Oaks North Business Park development Additional references reviewed to prepare this report are provided in the List of References - -..•---- - - • '1_• ' - • - . -, t -, • I • - - - I- 5 - Project No 06442-32-20 1 March 18 2015 2 PREVIOUS SITE DEVELOPMENT Mass grading of the property occurred in two phases and was perforiièd in conjunction with the compaction testing and observation services of Geocon Incorporated. Canyon subdrains were placed during the grading across the lot and extend beyond the property boundary; Test results as well as professional opinions pertaining to the mass grading of Lot 13 are summarized in the referenced geotechnical reports (Reference Nos. 2 and 3). Pertinent laboratory tests performed on seleôted soil samples collected during grading mass grading are presented in Appendix B ' -. , _j• .__., Subsequent to mass grading operations, a storm drain system associated with the temporary desilting basin was constructed along the southwest margin of the lot We provided testing and observations services during trench backfill operations Our test results are presented in Reference No 1 L ç .., I! •' ','_ 3 SITE AND PROJECT DESCRIPTION The approximately quadrangle-shaped lot consists of a previously" reviousl sheet-jraded vaèañt lot. Whiptail Loop East borders the property to the west and, Lots 17 and 8 bound the site on the north and south, respectively. A residential subdivision abuts the site to the east. 1.1 Ascending and descending slopes are located along the perimeter 'of the lot."Cut and fill slopes inclined at 2:1 (horizontal:vertical) or flatter, were constnicted with a thaicimüm height of approximately 56 feet. Topographically, the sheet-graded pad portion"of the lot slopes froth the northeast to the southwest with elevations varying from approximately 417 feet above Mean Sea Level (MSL) to approximately 390 feet MSL at the bottom of a temporarydetention basin located at the southwest corner of the pad Existing improvements within the lot consist of a storm drain system that was constructed as part of the overall Carlsbad Oaks North Business Park - Phase 2 improvement construction. The slopes are landscaped with shrubs and trees with an active irrigation ' system to water the existing vegetation. Sparse low lying grass/weeds rare spread across the pad, portion of the lot a - The referenced site plan indicates the lot will be developed to , suppdrt two,- two- to three-story, concrete tilt-up buildings with infrastructure improvements. It is anticipated that the structures will be founded on conventional continuous, isolated spread foundations or appropriate combinations thereof: with slab-on-grade floors. The driveway traffic is anticipated to consist of cars/light trucks, and heavy'. truck traffic. Fine grading is expected to consist of cuts and fills generally less than 5 feet to create the level building pads and driveways. Fills up to approximately 14 feet are planned in the existing temporary desilting basin to achieve proposed design grade Retaining walls consisting of soil nail, ,.- mechanically stabilized earth (MSE) and concrete masomy, unit (CMU) with maximum height of approximately 12 feet are also planned for the project , I - -. • ,: Project No. 064423220 2 March18 20151' - 4 I -4 -. - 4 - - '-- - The descriptions contained herein are based upon the site reconnaissance and, a review of the referenced reports and plan. If project details vary significantly from those outlined herein, Geocon. Incorporated should be notified for review and possible revisions to this report prior to final design submittal. 4 SOIL AND GEOLOGIC CONDITIONS Compacted fill and granitic bedrock underlie the site Granitic bedrock is exposed at the surface in the perimeter slope areas Descriptions of these units are presented below. The as-graded site geology 2 is presented on Figure 2. Geologic cross-sections are provided on Figure 3. 4 . 41 Compacted Fill (Qcf and Quc) Fill materials placed during mass grading operations generally consist of silty sands, and mixtures of angular gravel and boulders generated from blasting operations in granitic rock Soils consisting of sandy clays were also placed in deeper fill areas. Based on information presented in Reference Nos. 2 and 3, the fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content in accordance with ASTM D 1557 The compacted fill is suitable for support of additional fill and/or structural loading Compacted fills are located throughout majority of the lot Where present on the sheet-graded pad, the fill generally consists of a 5-foot-thick cap of soil with predominantly 6-inch-minus rock Fill with rock fragments between 6 inches and 12 inches in size were placed below the 5-foot-thick soil cap Rocks larger than 12 inches in length and, generally between 2 to 4 feet in maximum dimension were placed at least 10 feet below finish sheet grade. In some instances, larger boulders were individually placed in the deeper fill areas The outer approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12 inch minus material The presence of oversize rock (> 12 inches) should be considered during fine grading and where below-grade improvements (i e, sewer, storm lines) are proposed in areas deeper than five feet below existing grade During revious grading operations, areas of the pad where bedrock occurred within five feet of finish grade 46re undercut a minimum of five feet below finish sheet-grade and replaced with compacted soil fill. In these areas (mapped as Quc), bedrock may be encountered at a depth of five"', feet below existing grade The potential for hard rock and rock nppability difficulties should be ,considered for excavations extending deeper than five feet in the undercut (Quc) zones Although particular attention was given to restricting oversize rock placement as discussed above, it is possible that some oversize material (> 12 inches) may be present in the upper portions of fill areas.-The grading performed is considered to be in substantial conformance with the project 4 - 4 .4 - -. - .,- 4. 1 •• Project No. 06442-32-20 - -3 - . March 18, 2015 5 ' -' ' a + I' S. --S •.•' 5, ;.-.'--... , •55-•', requirements Excavations for fine grading and improvements, such as foundations, sewer lines, etc, that are advanced through the soil cap and into the underlying granitic rock or oversize rock areas will likely require heavy-duty excavation equipment and may encounter difficulties and/or blasting,'. and generate oversize fragments that may require special rock handling procedures. Rock fragments may also require exportation from the site if available fill volume is limited. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future trenching operations. : * •; 4.2 Granitic Rock (Kgr) I Cretaceous-age, granitic basement rock of the Southern California Batholith underlies the cmpcted-, fill and, is exposed at grade in slope areas. Based upon our observations during previous mass grading and recent exploratory trench excavations, and experience with similar geologic conditions in the area, the rock materials exhibit a variable weathering pattern 'ranking from completely weathered decomposed granite to fresh, extremely strong hard rock that may require blasting to excavate The granitic unit exhibits adequate bearing and slope stability characteristics I •, The soils derived from excavations within the decomposed gramtic rock are expected to consist of very low to low expansive (Expansion Index [El] <50), silty, mdium- to cbarse-gráined said. It should be anticipated that excavations within the bedrock may generate boulders and oversize materials (rocks > 12 inches) that will require special handliiig and placement as recommended' "S hereinafter since rock fragments may also require exportation from the site sce the available fill volume is limited 5- '.5-., - S. •, 5., 5. RIPPABILITY AND ROCK CONSIDERATIONS ' ,,I4 We performed a subsurface exploration program that consisted bf excavating eight exploratory •S. trenches along the proposed soil nail wall alignment based on the site plan to evaluate the granitic # rock exposed at grade with respect to weathering We also excavated two trenches along the northwest and northeast margins of the sheet-graded pad. We performed the trenching with a John Deere 410G rubber tire backhoe with a 2-foot-wide bucket. We used the information obtained from the field study to base an opinion regarding the nppability characteristics of the bedrock. Rock nppability is a function of natural weathering processes that can vary vertically and horizontally over short distances depending on jointing, fracturing, and/or mineralogic discontinuities within the bedrock It Based on the exploratory trenching performed, it is expected that the proposed cuts along the soil nail wall alignment will encounter rippable granitic rock to at least the depths shown n the trench + logs utilizing conventional heavy duty grading and trenching equipment. The explàratory trench logs are presented in Appendix A, Figures A-i through A-10. Excavations that extetid greater than the -. 55 '.• 5 ,, 5 .5 ' Project No. 06442-32-20 -4- ' March 18; 2015 -. -. -, ,• t depths shown on the trench logs may encounter difficult ripping conditions and require blasting ' techniques. Excavations can also be expected to generate oversized rock (rocks> 12 inches), which will necessitate typical hard rock handling and placement procedures during grading operations Proposed cuts in the weathered mantle may also generate oversized fragments 4 1 I 'tart hwork construction should be carefully planned to efficiently utilize available rock placement' -. areas Oversize materials should be placed in accordance with rock placement procedures presented in Appendix C of this report and governing jurisdictions. - 6. GROUNDWATER - . Groundwater was not observed during mass grading operations for Lot 13 or during the recent field 'study. Groundwater is not anticipated to impact proposed project development, however, perched Water conditions may develop following periods of heavy precipitation or prolonged irrigation. In the event that surface seeps develop, shallow subdrains may be necessary to collect and convey the seepage to a suitable outlet facility. 4 .- 7 GEOLOGIC HAZARDS 71 Faulting Based oh field observations made during previous grading operations, review of published geologic maps, and previous geotechnical reports, the subject lot is not located on any known active p6tentially active, or inactive fault traces as defined by the California Geological Survey (CGS) ' Seismicity-Deterministic Analysis 1 ' •_ I , According to the results of the computer program EZ-FRISK (Version 7.62), 10 known active faults are located within a search radius of 50 miles from the property. We used acceleration attenuation relationships developed by Boore-Atkinson (2008) NGA USGS2008, Campbell-Bozorgnia (2008) -' NGA USGS, and Chiou-Youngs (2008) NGA in our analysis The nearest known active faults are the Newport-Inglewood and Rose Canyon Fault Zone, located approximately eight miles west of the lot l' and are the dominant sources of potential ground motion. Table 7.2 lists the estimated maximum- 1 : . •. earthquake magnitudes and PGA's for the most dominant faults for the site location calculated for. Site Class D as defined by Table 1613 3 2 of the 2013 California Building Code (CBC) 4 / 4 -I' . ••' I • . : Project No. 06442-32-20 . -5- March 18, 2015 , . ;1 • s'" .- • , - - . '. - '- 4. I-. 4 4 TABLE 7.2 DETERMINISTIC SPECTRA SITE PARAMETERS 4 Maximum - Peak Ground Acceleration,, Fault Name Distance from Site ' L Lar HquaKe . I Boore Campbell- Chiou- (miles) Magnitude .Atkinson Bozorgnia Youngs (Mw) 2008 (g) 2008 (g) 2007 (g) Newport-Inglewood 8 7.5 0.28 . '0.24 0.31? Rose Canyon 8 .6.9 ' 0.24 .0.22 ' 0.25 Elsinore 20 7.85 0.22 0.15 0.20 Coronado Bank 24 7.4 "0.17 0.12 0.14 Palos Verdes Connected 24 7.7 0.19 0.13 0.16 Earthquake Valley 38 6.8 ' 0.10 0.07 0.06 San Joaquin Hills 40 7.1 .. 011 ' 0.09, 0.08 Palos Verdes 40 7.3 . . 0.12 ', 0.08 0.08 San Jacinto 45 7.88 0.13 'i 0.09 0.11 Chino 50 6.8 0.07 0.05 - 0.04 7.3 Seismicity-Probabilistic Analysis 4 We used the computer program EZ-FRISK (version 7.62) to perform a probabhhstic seismic hazard analysis. EZ-FRISK operates under the assumption that the occurrence rate, of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) ruptàe length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, 1and (5) acceleration at the site from a given earthquake along each fault By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value: We I Jatilized' acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youiigs (2008) NGA USGS 2008 in the 4 analysis Table 7.3 presents the site-specific probabilistic seismic hazard parameters mcludiñg acceleration-attenuation relationships and the probability of exceedence for Site Class D -. '-'. .4... . , -- 4 - '.•j.,1•-..i .•, •}' it ,. I , • , .1,' 4., .4 j- •, J. - Project No. 064423220 6 7 March 18 2015 S •, - , • .•r,. '.4 TABLE 7.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS .4 - 4 4- - 1 Probability of Exceedencé Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2008 (g) 2% in a 50 Year Period 0.50 0.40 0.47 5% in a 50 Year Period 0.38 0.31 0.35 10%ina50 Year Period' 0.30 0.24 0.26 __4 4 . 4 . . - - -. 4 J While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) or City of Carlsbad guidelines. 4 4 . • -. 4, - 74 Landslides Landslides are not known to exist on or adjacent to Lot 13. 14 _44' •- 4' - 4 . I . - .. 4 - -- 75 Liquefaction . .The* risk asociated with liquefaction and seismically induced settlement hazard at the subject project ' is very low due to the existing 'dense compacted fill and very dense nature of the Granitic Rock, t construction of canyon subdrams, and the lack of a permanent, shallow groundwater table 4 .14 it 7.6 - Tsunamis and Seiches - -'-•. .. . 1 . - The risk asociated with tsunamis and seiches hazard at the project is very low due to the large distance from the coastline and the absence of an upstream body of water. ' : • "?' -:. -- -. -:-- - I "4 F . . c ._ .4,-. F ,,*, I - . • .4 4. - .• 4 1. 4 .4 _.t .. - - £. . • 4- 4 -, 144. -' 14 * . . . :. * ,, .4. F••14 - 4. 4. r ', - -. ,. . ', . 1 • - 4, ,- 4 PiojectNo. 06442-32-20 - 7 - March 18, 2015 1 .4 - - ','4; '- '4. • I ''4 •,' •,c,_, ,,'. -•' -- • •. ' •- , A, 8. CONCLUSIONS AND RECOMMENDATIONS -. , - •-- 4 8.1 General - - - - -. - 8.1.1 No soil or geologic conditions were encountered during this study that would preclude the development of the property as presently planned provided the 'recommendations of this report are followed 4 8.1.2 Lot 13 is underlain by compacted fill and granitic rock. The compacted fill and bedrock are suitable for support of planned improvements. In areas where fill is required tà achieve ultimate grade, the upper one foot of existing ground surface should be scarified, moisture conditioned, and compacted prior to placing fill I, I , .•: H 8.1.3 Depending on the time of year that fine grading' i 'performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basin. Wet soils, if. encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. .- 8 1 4 Future grading and construction of utilities and foundations will likely encounter and generate some rock fragments greater than 6 inches. Exàavations for improvements in fill areas that extend through the 5-foot-thick soil cap in Fpreviously undercut areas (see Figure 2) and extend more than 10 feet in deeper fill areas, sucWas sewer lines, may a1so4 encounter hard granitic rock and rock fragments greater..than 42 inches. Excavation.' difficulties should be anticipated. Additionally, blasting for proposed excavations deeper , than the limits of our trenching may be necessary. The potential for these conditions should be taken into consideration when determining the type of, equipment to utilize for. future excavation operations Due to the absence of large areas of a/ailable fill volume, it is unlikely that the oversize material could be placed as' compacted fill during the grading operation; hence, the oversize material may require exportation. r •4 8.1.5 The on-site geologic units have permeability characterisfics and/or fracture ssterns that aié- * conducive to water transmission, natural or otherwise (e.g., rain, landscape irrigation), and may result in future seepage conditions. It is not uncommon for groundwater or seepage - conditions to develop where none previously existed, particularly after landscape irrigation - is initiated. The occurrence of induced groundwater seepage from landscaping can be' greatly reduced by implementing and monitoring a landscape program that limits irrigation to that sufficient to support the vegetative cover without over waterin. Shallow subdrains may be required in the future if seeps occur after rain' periods or after landscaping is .. - installed. 4 . .. .• ,, '•- "4' • - . .4 • ' -• . Project No 06442-32-20 8 * March 18 2015 -4 -. . • - - - . - ' - * - Expansion Index (El) Soil Classification 0-20 Very Low 21-50 Low 51-90 Medium 91-130 ' High Greater Than 130 Very High :' . ., '- - S • S 1:_b •:..'' - 8'2 Soil and Excavation Characteristics 8.2.1 The finish-grade soils tested during the mass grading operations indicate that the prevailing soils within three feet of grade (compacted fill) have an Expansion Index (El) less than 20 and are defined as "non-expansive" by 2013 CBC section 1803.5.3. Pertinent laboratory test results performed during previous mass grading operations are presented in Appendix B Table 8.2 presents soil classifications based on the El per ASTM D 4829 We .' . . expect the majority of the on-site soils possess a "very low" expansion potential. '4_S .•., '•4• . 4 4 S.,, ,_ •. .4" .4' TABLE 8.2 .,... . , -' :, ' " - SOIL CLASSIFICATION BASED ON EXPANSION INDEX . S - .-. '.• S ASTMD4829 I. •' t -. •5 .4., We expect excavation of compacted fill soil (upper zones consisting of 6- and 12-inch minus rock) and trench 'backfill soils associated with existing improvements should generally require light tb moderate effort to excavate using 'conventional heavy-duty grading and trenching equipment Excavations for underground improvements advanced into the bedrock (exposed at grade on the slopes or underlying compacted fills) and/or into . oversize rock areas will require heavy to very heavy effort Also, there is a potential that hard' (fresh) granitic rock may be encountered below the weathered mantle of the bedrock 'a resulting in very difficult conditions necessitating blasting and/or oversize rock handling ' procedures. Rock fragments may also require exportation froth the site. . S - 8.3 '4 Corrosion 8.3.1 We performed laboratory tests on soil samples during previous grading to evaluate the - , percentage of water-soluble sulfate content These test results are presented in Appendix B The test results indicate the soils tested possess "negligible" sulfate exposure to concrete . structures as defined by 2013 CBC Section 1904 and ACI 318-08 Sections 4.2 and 4.3. We recommend the requirements set forth by 2013 CBC Section 1904 and ACI 318 be S , - followed when determining the type of concrete to be used. The presence of water-soluble '.sulfates is not a visually discernible characteristic; therefore, other soil samples from the : site could yield different concentrations Additionally, over time landscaping activities (i.e.,' S •' 4. - ' . ' a. 4' I Project No. 06442-32-20 -9- March 18, 2015 - • * - ' 3 .4 :- ••'• - -. ' 1 ,' • ..• - - tV •V -( addition of fertilizers and other soil nutrients) may affect the concentration. In this regard, V additional water-soluble sulfate testing will be performed on soil samples collected after , the planned fine grading operation is completed to ëhêck sulfate exposure. V 8.3.2 Geocon Incorporated does not practice fl the field of corrosion engineering. If V improvements that could be susceptible to corrosion are planned,. it is recommended that further evaluation by a corrosion engineer be performed - 8.4 Subdrains V 8.4.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations. • •. .•. .. - V V 8.5 Grading V V 8.5.1 All grading should be performed in accordance - V with the Recommended Grading, V Specifications contained in Appendix C. Where the recommendations of Appendix C V conflict with this section of the report, the recommendations, of this section take precedence. - •.r V 8.5.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in V attendance. Special soil handling and the fine gradingplan can be discussed at that time. V 8.5.3 Grading should be performed in conjunction with the observation and cOmpaction Vtesting V V services of Geocon Incorporated. Fill soil should be observed on a full-time basis during . placement and, tested to check in-place dry density and moisture 'content. V V V V 8.5.4 Site preparation should begin with the removal of Vall deletehous material and vegetation iii . * V V areas of proposed grading. The depth of removal should be such that soil exposed in cut • V areas or soil to be used as fill is relatively free of organic matter. Material generated during . V stripping and/or site demolition should be exported from the site. V V V V V - V •V V 8.5.5 Loose or soft accumulated soils in the temporary detention basin will need to be removed V V, and compacted prior to filling the basin. Abandoned storm drVain pipes associated with the , V temporary basin should be removed and the resulting ecavation backlilled in accordance with the recommendations presented herein -. V 8.5.6 Areas to receive fill should be scarified to a depth -of at least •12- inches, moisture V - V conditioned as necessary, and compacted to at least 96 percent relative compaction prior to V V . --- - Project No. O6442-32-20 -10- . . -- March l8,2015 $ VV VVV' - - ... -. .,__ -- ..4_• - I . I . - placing additional fill. In areas where proposed cuts into existing fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to a minimum dry density of 90 percent of the laboratory. maximum dry density. Near-surface soils may need to be processed to greater depths 4 1 depending on the amount of drying or wetting that has occurred within the soils since the 2 initial sheet grading of the pad. The actual extent of remedial grading should be determined - in the field by the geotechrncal engineer or engineering geologist Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction 8.5.7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than• . .will allow for adequate bonding and compaction. Fill, including backfill and scarified . ground surfaces, should be compacted to at least 90 percent of laboratory maximum dr3 density as determined by ASTM D 1557, at or slightly above optimum moisture content. .,. The project geotechnical engineer may consider fill materials below the recommended •- ' I- ' • . . . • • . . . . . • • * minimum moisture content unacceptable and may require additional moisture conditioning pnor to placing additional fill 8.5.8 Based on the planned finish pad grades shown on the site plan and estimated ultimate fill :th'ckness, fine grading of Building B pad could result in a fill to bedrock transition within . the foundation zone, along the northeast quadrant of the structure. Consequently, the - foundation elements may be bearing on compacted fill and bedrock resulting in potentially . - • ' unacceptable differential settlements. This area should be evaluated during grading and if a transition condition is observed, the bedrock portion of the transition should be undercut as recommended in Section 8.5.9. A,. • • 8 5 9 To reduce the potential for differential settlement, the cut portion of fill-cut transition pads - should be over-excavated (undercut) a minimum of four feet below finish pad grade or at least two feet below the lowest foundation element, whichever is deeper, and replaced with compacted low expansive (Expansion Index [El] 50) soil fill predominately consisting of 6-inch-minus rock The undercutting will also facilitate excavation of proposed shallow. * .. utilities beneath the buildings. The undercut should extend at least five feet horizontally * . outside the limits of the building footprint area and isolated spread footings located outside -• It the building limits Overexcavations should be cut at a gradient of one percent toward the Prject No. 06442-32-20 . - ii - March 18, 2015 '- 4 •._ 4. . 4 b •4 4 • t [ parking lot or toward the deepest fill area to provide drainage for inoisthre migration along V V the contact between the bedrock and compacted fill - V • • 8.5.10 For exterior shallow utilities (i.e., storm drain, sewer, dry. utilities, water) that may be located deeper than five feet within previously undercut areas or granitic rock exposed pad grade following planned grading, consideration should be gven to performing exploratory excavations to evaluate the rippablility characteristics of the .bedrock. This work should be performed during grading operations. The need to undercut the underlying,, • granitic rock within the utility corridors should be determined in field based on the findings-, V V of the exploratory trenching. The undercuts, if needed, V should extend at least one V foot V below the deepest utility. Undercuts performed should be . replaced with V soil fill V predominately consisting of 6-inch-minus rock fragments: V •4 ' V [V 8.5.11 For areas to receive fill, rock fragments greater than 6 inches in-maximum- dimension V should not be placed within five feet of finish grade in the building pad area and three feet : V of subgrade in driveways/parking areas. Rock fragments greater than 12 inches 1n • * maximum dimension should not be placed within the upper .10 feet of finish grade.,' •*V*V ) •V • - . • • r 8.5.12 It is recommended that excavations be observed during grading by a reprentative Of. V V Geocon Incorporated to check that soil and geologicconditions do not differ significantly V -. from those anticipated 8.5.13 - •• - It is the responsibility of the contractor to ensure that all excavations and trenches 'ae = properly shored and maintained in accordance with aplicàblé OSHA rules and regulation in order to maintain safety and maintain the stabilitof adjacent existing improvements. .• V •• V V V - : - - 8.5.14 Imported soils (if required), should consist of granular very lw to low xpansive soils V (El < 50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check jf the material conforms to the, - - - recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The. V• grading contractor needs to coordinate the laboratory testing into the schedule to provide • V V sufficient time to allow for completion of testing prior to importing materials •V 'S VV V 8.6 Earthwork Grading Factors U. 8.6.1 Estimates of embankment shrinking and hulking ,fattorg are presented on Table 8.6. V Following is a discussion of these factors, and the level ,of accuracy associated with these V • V estimates. Numerous uncertainties are inherent with the analysis and its potential effect on • V • SV• . * - [V ' - V5 • . • . - V • V - V V I Project No. 06442-32-20 -12- •' • March 18,2O15. 4 I'.... -. 'Soil Unit Shrink/Bulk Factor Compacted Fill 0 percent shrink and bulk Granitic Rock 12 to 15 percent bulk 4.. 1 $ , site development costs should be considered when preparing budgets. Variations in natural soil density, as well as in compacted fill, render shrinkage value estimates very approximate T . •. . 8.6.,2, For the existing conditions, the density and moisture content can vary by 10 to 20 percent The geometry of differing soil deposits can vary significantly over relatively short distances The depth and variability of fracturing and weathering patterns within rock materials can vary abruptly over short distances, as well. ;. 8.6.3 For fill areas, the degree of compaction that is achieved by the grading contractor may be significantly greater than the minimum required As an example, the contractor can compact fills to any relative compaction of 90 percent or higher of the laboratory maximum dry density. Thus, the contractor has at least a 10 percent range of control over the fill . ,.. .,, r- .• .-....volume. .. - .. . - . .. . -' 1 * 8.6.4 For use in earthwork balancing, the midpoint (average) of these ranges is typically used in determining shrinkage and bulking amounts, and in balancing cut and fill volumes on the site However, in addition to the use of the average shrinkage/bulking for balancing purposes, it is recommended that the upper and lower bounds of the earthwork factor ranges be used to "bracket" the range of estimated earthwork shrinkage and bulking. By using the upper and lower bounds, an estimate of the maximum deviation of earthwork 4 'quantities may be established The resulting maximum deviation is for inherent errors - relating 'to the variability in earthwork factors and does not include an allowance for variables that occur during construction such as site grading errors, or the other factors discussed above In this regard, it is suggested that maximum and minimum values also be assigned to other quantity estimates to permit a "worst case" and "best case" evaluation of ç ' balance site development costs - .8.6.5 Based on the findings of this study and experience on adjacent projects with similar soil conditions, the following embankment factors can be used as a basis for estimating how much the on-site soils and bedrock may shrink or bulk when excavated from their present condition and placed as compacted fill TABLE 8.6 4 1 BULKING AND SHRINKAGE FACTORS 8 7 Slopes 8.7.1 Slope stability analyses were previously performed on the 2 1 slopes on 'the property for the overall Carlsbad Oaks North Business Park development (see the referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the •, simplified Janbu analysis utilizing average drained diet shear strength parameters based on laboratory tests performed during our investigation. Th& results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the project slopes 1 8.7.2 No new significant fill slopes are planned during this ,hasè of grading • - 4 I r * 8.7.3 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, allslopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth ' 4 S 8.8 Seismic Design Criteria *** 8.8.1 We used the computer program US Seismic Design Maps, provided by the USGS Table 8.8.1 summarizes site-specific design criteria obtained from ;,the, 2013 California Building Code (CBC, Based on the 2012 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads The short spectral response uses a period of 0.2 seconds The values presented in Table 8.8.1 are for the risk-'' targeted maximum considered earthquake (MCER) Based on soil conditions and planned grading, the building structures should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 , ofASCE7-10 .' jl r ' .. . . • 1 • .1 • - t 4. 5- I 4 **5 ,1 - •- •-. ** I * r - 4- -4.;)'- -. •.._*- '..** . 4 . -. •-' •• -.. . : Project No. 064423220 14 March 18, 2015 .4 4 4 TABLE 8.8.1 2013 CBC SEISMIC DESIGN PARAMETERS 4 -. -j Parameter Value 2013 CBC Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral Response Acceleration - Class B (short), Ss 1.032g Figure 1613.3.1(1) MCER Ground Motion Spectral - 0.401g Figure 1613.3.1(2) Response Acceleration— Class B (1 sec), , Site Coefficient, FA 1.087 Table 1613.3.3(1) Site Coefficient, Fv 1.599 Table 1613.3.3(2) Site Class Modified MCER Spectral Response Acceleration (short), SMS 1.122g Section 1613.3.3 (Eqn 16-37) Site Class Modified MCER Spectral 0.642g Section 16 13.3.3 (Eqn 16-38) Response Acceleration (1 sec), SM! 5% Damped Design Spectral Response Acceleration (short), SDS 0.748g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SD, 0.428g Section 1613.3.4 (Eqn 16-40) Parameter Value, Site Class D ASCE 7-10 Reference Mapped MCEG Peak Ground 0.391g Figure 22-7 Acceleration, PGA Site Coefficient, FPGA 1.109 Table 11.8-1 Site Class Modified MCE Peak Ground Acceleration, PGAM _ 0.434g Section 11.8.3 (Eqn 11.8-1) . 8.8.2 ., Tab1e 8.8.2 presents additional seismic design parameters for projects located in Seismic', ..Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG) ' .. TABLE 8.8.2 2013 CBC SITE ACCELERATION PARAMETERS - ,•• 8'0' 3 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or wound failure will not occur in the event of .- a maximum level earthquake The primary goal of seismic design is to protect life and not t6 avoid all damage, since such design may be economically prohibitive '' . ••• lt -• ' 'S -i - .' , ,_ --'' ' ' •,••, -• •.' •. y" Project No 064423220 15 March 18, 2015 -. ,..'. 2. 4 .-';, I .- 8.9 Foundation and Concrete Slab-On-Grade Recommendations 1 8.9.1 The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. - - -• 4• .- .-.- ".. 8.9.2 The following recommendations are for the planned two- to three-story structures and assume that the grading will be performed as recommended in this report. Continuous, - footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly ,compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 2- I 8.9.3 The use of isolated footings, which are located beyond.the perimeter 4of the building and support structural elements connected to the building, are not recomthended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. . * 8.9.4 The project structural engineer should design the éthforcement for the footings. For continuous footings, however, we recommend minimum reinfoicement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. - . 4 8.9.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foindatins in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to maximum allowable soil bearing of 4,000 psf. -•' - - 8.9.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due 'to .2 wind or seismic forces • . - .. * .. . #• 2 * • - 2 * -- •i.; I *2 __I 8.9.7 The estimated maximum total and differential settlementforthe planned structures due to foundation loads is 1 inch and Y2 inch, respectively over a span of 40 feet -- Project No. 06442-32-20 -16- Mach'18,2O15 * !• - p - - ,' -• - ••, !,. p -,• 4 8.9.8 - Building interior' cncrete slabs-on-grade should be at least five inches in thickness Slab 1-4 reinforcement should consist of No 3 steel reinforcing bars spaced 18 inches on center in both directions placed at the middle of the slab If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement '- .. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas) Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction /4 8.9.9 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings -' ''or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACI) Guide for concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06). In addition, the membrane should be installed in a manner that 'prevents, puncture in accordance with manufacturer's recommendations and ASTM requirements. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 8 9 10 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab Typically, 3 to 4 inches of sand bedding is used in the San Diego County area Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches ' -: - , - ', .. . '8.9. 11 Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced -with. 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking The mesh should be placed in the middle of the slab Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper imesh placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum thy density in accordance with ASTM 1557. p. ••4• , p .- 4 8.9.12. To control the location and spread of concrete shrinkage and/or expansion cracks, it is J recommended that crack-control joints be included in the design of concrete slabs Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in / inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab) Crack-control joints should be created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns .' "Project No. 06442-32-20 • -17- March 18, 2015 4 p • ...- 4. .4 - 4 44 • - 8 9 13 Ancillary structures, such as Concrete Masonry Unit (CMU) wall enclosures, can be supported on conventional foundations bearing entirely on properly compacted fill. Based on as-graded conditions, we do not anticipate that these structures will be founded on granitic rock or fill/bedrock transitions Footings for ancillary structures should be at least 12 inches wide and extend at least 12 inches below lowest adjacent pad grade. The project structural engineer should design reinforcement of the foundations for these structures. The allowable soil bearing pressures presented in Section 8. 10.7 are applicable for design of the foundation systems for ancillary structures 8.9.14. The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes The project structural engineer should design actual concrete reinforcement. . 8.9.15 No special subgrade presaturation is deemed necessary prior, to placement of concrete. However, the slab and foundation subgrade should be moisture conditioned as necessary to maintain a moist condition as would be expected in any concrete placement. ½ 8.9.16 The recommendations of this report are intended to reduce the .potential for .cracking of slabs due to expansive soil (if present), differential settleriient of existing soil or soil with varying thicknesses However, even with the incorporation of" f the recommendations presented herein, foundations, stucco walls, and slabs-on-gride placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their. occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic - intervals, in particular, where re-entrant slab corners occur. r , 8.9.17 A representative of Geocon Incorporated should observe the foundation excavations prior - - to the placement of reinforcing steel or concrete to check that the exposed soil conditions are consistent with those anticipated. If unanticipated - soil conditions are encountered, foundation modifications may be required - I h 8 9 18 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. - . ¶_ 44 t I, -4.-.- 4 , .g Project No. 064423220 18 " March 18 2015 . F F ...- 4• . •. -. * F.: - 4 - - .8.10-, Retaining Walls and Lateral Loads Recommendations 8.10.1 •. The structural engineer should determine the seismic design category for the project in . - . accordance with Section 1613 of the 2013 CBC If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the CBC., ,. The seismic load is dependent on the retained height, where H is the retained height of the soil behind the wall, in feet, and the calculated loads result in pounds per square foot (psf) exéfted at the base of the wall and zero at the top of the soil. A seismic load of 21H should: .. . F •• be used for design. We used the peak ground acceleration adjusted for Site Class effects, •- - — PGAM, of 0.434g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static -• coefficientof0.33. .8.19.2 Retaining walls not restrained at the top and having a level backfill surface should be , • . designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf) Where the backfill will be inclined at 2 1 r (horizontal :vertical), an active soil pressure of 50 pcf is recommended These soil pressures assume that the backfill materials within an area bounded by the wall and a 1 1 plane extending upward from the base of the wall possess an Expansion Index < 50 S - - 4 8 10.3 Where walls are restrained from movement at the top, an additional uniform pressure of i8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and S I' • 12H where the wall is greater than 8 feet For retaining walls subject to vehicular loads 5, • . ti . F . •t' S within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 4 F two feet of fill soil should be added a . -. . F 8 10 4 Soil to be used as backfill should be stockpiled and samples obtained for laboratory testing to evaluate its suitability for use as wall backfill Modified lateral earth pressures will be a required if backfill soils do not meet the required expansion index. City or regional - S .- standard wall designs, if used, are based on a specific active lateral earth pressure and/or - - '• '.~ .. . . . . . . . soil friction angle-On-site soils might not meet the design values used for City or regional standard wall design Geocon Incorporated should be consulted if City or regional standard wall designs will be used to assess the suitability of on-site soil for use as wall backfill - §..l 0•:- ,Unrestrained walls will move laterally when backfihled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should ' .4 be considered when planning types of improvements above retaining wall structures. . SF, - -, . • S - • - S F" S Project No. 06442-32-20 -, ;, . . _19- March 18, 2015k 5•, - '• a .F - , , • - .4 4 4 I .. 8 10 6 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and waterproofed as required by the project architect. The use -of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property or improvements adjacent to the base of the wall The above recommendations assume a properly compacted granular (El < 50) free-draining backfill material with ii0 hydrostatic; forced or imposed surcharge load. Figure 5 presents a typical retaining wall drainage detail. - U, 8.10.7 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf,' proiided the soil within three feet below the base of the wall has an Expansion ndexY90 The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot ofU• foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. ., -. - -. • 8 10 8 Footings that must be placed within seven feet of the top of slopes should be extended iii depth such that the outer bottom edge of the footing is at least seven feet horizontally inside the face of the slope U • - 8 10 9 . - 4 4• For resistance to lateral loads, a passive earth pressure equivalent to "a fluid density of 300 pound per cubic foot pcf) is recommended for footings or shear keys poured heat against properly compacted granular fill soils or undisturbed formation materials. The U passive pressure assumes a horizontal surface extending away from the base ofthe wall at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design , -d - U 8 10 10 The recommendations presented above are generally, applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that, walls higher than 12 feet are planned, Geocon Incorporated should be consulted for - additional recommendations 8.11 Soil Nail Wall Recommendations 8 11 1 .4 4 Based on the site plan, we understand that a soil nail wall with maximum height of approximately 12 feet is planned along the north and northwest edge of the sheet-graded -, - pad The majority of the wall will be excavated in 'granitic rock with some portions in compacted fill , .•. r • Project No 06442-32-20 20 - - March 18,2015- - -- U - U • I.. 8 11 .2 Soil nail walls consist of installing closely spaced steel bars (nails) into a slope or excavation in a top-down construction sequence. Following intallàtion of a horizontal row , of nails, drains, water-proofing and wall reinforcing steel are placed and shotcrete applied to create a final wall. . -• J 8 11 3 In general, ground conditions are moderately suited to soil nail wall construction techniques. Heavy to very heavy effort should be expected when drilling into the granitic rock Localized zones of rock up to 12 inches in diameter and occasionally large rock could be encountered in the existing fill materials that could be difficult to drill Figure 2 presents the approximate contact between compacted fill and granitic rock The wall should be designed by an engineer familiar with the design of soil nail walls 8 11 5 Geocon Incorporated should observe the installation and testing of the soil nails 8 11 6 A wall drain system should be incorporated into the design of the soil nail wall Figure 6 presents a typical soil nail wall drainage detail 8 11 7 Corrosion protection should be provided for the nails - 8 11 8 Testing of the soil nails should be performed in accordance with the latest version of ' guidelines provided by the Federal Highway Administration (FI1A). At least two -: • I - verification tests should be performed on non production (sacrificial) nails to confirm design assumptions for each soil/rock type encountered prior to start of construction In addition, verification testing (additional sacrificial test nails) may be required during production to check capacities for different in-situ conditions encountered during construction and/or installation methods A minimum of 5 percent of the production nails should also be tested. 8 11 9 The soil strength parameters listed in the following table can be used in the design of the soil nail wall - 4 • 4 TABLE 8.11 - SOIL STRENGTH PARAMETERS FOR SOIL NAIL WALLS t •. e._ - Description Cohesion (psi) Friction Angle Ultimate Bend (degrees) Stress (psi) Compacted Fill 300 30 15 Weathered Granitic Rock 1 100 45 1 35 .. - Project No. 06442-32-20 -21 - March 18, 2015 • - ' r - •• - t I .. 8.11.10 Geocon Incorporated should review the wall plans prior to final design submittal to check whether additional analyses and/or recommendations are required - 8.12 Mechanically Stabilized Earth (MSE) Retaining Walls..'. 8.12.1 We are providing geotechnical parameters for mechanically stabilized. earth (MSE) reinforced retaining walls that ar being considered for the project. Geogrid retaining walls are alternative walls that consist of modular block facing units with geogrid reinforced earth behind the black. The geogrid attaches to the block units and is typically placed at specified vertical intervals and embedment lengths. Spacing and lengths are based on the wall height and type of soil used for backfill. - r 8.12.2 For design of MSE retaining walls, we recommend an active soil pressure' eqw*valeni to the - :... pressure exerted by a fluid density of 35 pound per cubic foot (pcf) for level backfill. Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. Expansive soil should not be used as backfill material f behind retaining walls. Soil placed for retaining wall backfill shduld have an Expansion Index < 50 and should meet the geotecbmcal parameters listed in Table 812." TABLE 8.12,' GEOTECHNICAL PARAMETERS FOR GEOSYNTHETIC REINFORCED WALLS Parameter Reinforced Zone Retained Zone Foundation Zone Angle of Internal Friction 30 degrees : 30 drees . 30'degrees Cohesion 0 psf 0 psf .. 0 psf n 8.12.3 Wet Uni t Weight 130 pcf 130 pcf 130 pcf Notes: . : Reinforced Zone is the area where geotextile reinforcing grid is placed. .' . Retained Zone is the area behind the reinforced zone and 'within a 1:1 plane extending up and out from the bottom of the reinforced zone to a horizontal distance equal to the height of the retaining wall. . . Foundation Zone is the area below the reinforced zone and vithin a 1:1 plane extending down and out from the bottom of the wall block. - ., -.. •_,, .• - ,. .- - Based on previous laboratory testing, the on-site soils should meet the soil properties listed in Table 8.12. Laboratory testing should be performed on samples of the proposed soils to check if the shear strength of the soil meets the design values. -Results, if-they vary significantly from those in Table 8.12, should be provided to the wall designer for his review and determination if modifications to the design are warranted. The designer should re-evaluate stability of the walls based on the shear strength test results. •- _,_•i'• Project No. 06442-32-20 -22 - - -March 18, 2015 - V. 8 12 4 An allowable soil bearing pressure of 2,000 pounds per square foot (psf) can be used for foundation design and calculations for wall bearing. This bearing pressure assumes a minimum foundation width and depth of 12 inches The allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and V.' depth, respectively, up to a maximum allowable soil-bearing pressure of 4,000 psf. The foundation bearing zone of the wall can be considered across the reinforced zone of the -. wall: 1. S .8.12.5 The bearing pressure may be increased by one-third for transient loads due to wind or seismic forces: 8.12.6 ; Walls that are built on sloping ground surfaces should be at least 7 feet horizontally from the slope face to the wall This may require deepening the foundation embedment to achieve the 7-foot distance 8 12 7 Soil placed within the reinforced zone of the wall should be compacted to at least 90 of the laboratory, maximum dry density at or slightly above optimum moisture content This is applicable to the entire embedment width of the geogrid reinforcement Typically, wall designers specify no heavy compaction equipment within 3 feet of the face of the wall to reduce the potential for wall deformation during construction However, smaller equipment (e.g., walk-behind, self-driven compactors or hand whackers) can be used to compact the materials without causing deformation of the wall If the designer specifies no compaction effort for this zone, then the uncompacted soil does not meet the minimum shear strength - (angle of internal friction) presented in Table 8.12 and this portion of geogrid should not be relied upon for reinforcement, and overall embedment lengths will have to be increased to account for the difference -8.12.8 The wall should be provided with a drainage system sufficient enough to prevent excessive seepage through the wall and water at the base of the wall to prevent hydrostatic pressures VV* • * behind the wall A.12.9 ,1. Geosynthetic reinforcement must elongate to develop full tensile resistance This V. elongation generally results in movement at the top of the wall The amount of movement is dependent upon the height of the wall (e.g., higher walls rotate more) and the type of geogrid reinforcing used. In addition, over time geogrid has been known to exhibit creep '. V '• •. (sometimes as much as 5 percent) and can undergo additional movement. Given this• V condition, structures and pavement placed within the reinforced and retained zones of the wall might undergo movement V.. - ' .' - V. - V - - 23 - March 18, 2015 V • V - V •• V. . V. j • ,V VV V., 4 , V V.. I 4' 8 13 Preliminary Pavement Recommendations -Flexible and Rigid 8.13.1 The following preliminary pavement design sections ar bàed on 'our experence with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) testing performed throughout the Carlsbad Oaks North Business Park devel6pment. The civil engineer should provide traffic indices (Ti) for use in final pvement design. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of 35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed, laboratory R-Value testing is performed on the subgrade soils- and traffic indices are'. provided for our use 8.13.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the flexible pavement sections in accordance with State of Cdlfornia, Department of Transportation (Caltrans) Highway Design Manual (Topic 633). Rigid pavement sections consisting of Portland cement concrete (PCC) are baed on methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (ACI 330R-08). The structural sections presented h&rein are in accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 8.13 summarizes preliminary pavement sections ' TABLE 8.13 PRELIMINARY PAVEMENT DESIGN SECTIONS-',- - Estimated , , 4.•j Asphalt I' . Class 2 • e Aggregate Bas-P Location Traffic Concrete th Asphalt beneath Section- Index [TIJ* (inches)** Concrete (inches) (inches) Automobile Parking 4.5 4.0 - 4.0 5.0 Automobile! 5.5 ' 4.0 -. 4.0 '• . 6.0 Light truck Driveways Heavy /Trash Truck 6 5 4 0 7 0 7 0 Driveways/Fire Lane ' Heavy Truck Loading Apron N/A N/A -N/A , 7.0 - Trash enclosure apron N/A N/A . ___. N/A *Civjl engineer should provide TI for final pavement design. "City of Carlsbad minimums for Private Commercial/Industrial developments -. .. I' - .•. . . . .. 41 4 44 Project No. 06442-32-20 -24- , . - arch 18, 2015 - - ... .. .• -P. , .4. - ,.. .. r• ..• 8.133 ' We'used'the following parameters in design of the PCC pavement: . •' Modulus of subgrade reaction, k = 200 pci' Modulus of rupture for concrete, MR = 500 psi Traffic Category = A, B, and C Average daily truck traffic, ADTT = 10 (Cat A) and 25 (Cat B), 700 (Cat C) - ,Reinforcing:,, No 3 bars placed 24 inches 0 C each way and placed at center of slab pj = pounds per cubic inch. * ** **psi = pounds per square inch. 46 H ..........c_ '-. .4 ,.. 8 13 4 r Asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Class 2 aggregate base should conform to $ Section 26-1.02B of Caltrans with a %-inch maximum size aggregate 8 13 5 Pnor to placing base material and PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory. . maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557 The depth of compaction should be at least 12 inches Base material should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density. .. . . - 'near or slightly above optimum moisture content Asphalt concrete should be compacted to It least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726 .' 14 ' - . .• 8.13.'6 Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland , 4 j4 . . . cement concrete as presented in Table 8.13 above. The concrete loading area should extend . .••' -. - out such that both the, front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading 4. _•i -. -,.. . 4- -- .8.13.7 -The following recommendations are being provided for PCC pavement areas. . .. . - 4 '• '.4 ' - *, - 4 A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the ' .: slab thickness or a minimum thickness of 2 inches, whichever results in a thicker . edge, at the slab edge and taper back to the recommended slab thickness 3 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick •. , :' '' . edge). * .To control the location and spread of concrete shrinkage cracks, crack-control: joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot * * - • . . 4 . C,, Project No. 06442-32-20 - -25- March 18, 2015 -r I - • • .. -. .••,. y •- - -t - spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced ACT report. - 1 Construction joints should be provided at the interface between areas of óoncrete : placed at different times during construction. Doweling is recommended between the joints in pavements subjected to heavy truck traffic. Dowels should meet the - recommendations in the referenced ACI guide and should be provided by the project structural engineer. 8.13.8 The performance of pavement is highly dependent on providing positive surface draina'g'e • away from the edge of the pavement. Ponding of water on or adjaeiit to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structuies. Landscape areas adjacent to theedge' of asphalt pavements are not recommended due to the potential for- surface or irrigation * water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. if planter islands are planned, the perimeter curb should extend at least six inches below the level of the base materials. --'• - -: - -ri 8.14 Detention Basin and Bioswales Recommendations • - 8 14 1 At the completion of grading the site will be underlain by compacted fill or dense granitic bedrock. Infiltrating into compacted fill generally results in settlement and distress to improvements placed over the compacted fill It is 11 our opinion the compacted fill is unsuitable for infiltration of storm water runoff due torthe potential for adverse settlement The granitic bedrock is also sufficiently dense that infiltration water would be expected to F tIfi. j perch on granitic rock. • - : . - F • 8 14 2 Any detention basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales cdnsist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided -, beneath the sand layer. Prior to dischargmg into the stbrm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm dram pipe The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel- ILI packed subdrain system F- F 8 14 3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to these devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other, factors We have not performed ' Project No. 06442-32-20 -26- Maich18,2O15. * - * a hydrogeology study at the site Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and bio-remediation areas should be lined with an impermeable barrier, such as a thick visqueen, to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 8.14.4 ' The landscape architect should be consulted to provide the appropriate plant recommendations If drought resistant plants are not used, irrigation may be required - -v 8.1.5 Site Drainage and Moisture Protection 8.15:1 Adequate site drainage is critical to reduce the potential for differential soil movement, i.erosion and subsurface seepage. Under no circumstances should water be allowed to pond * adjacent to footings The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure 8 15 2 In the case of basement walls or building walls retaining landscaping areas, a water- proofinj system should be used on the wall and joints, and a Miradrain drainage panel (or similar) should be placed over the waterproofing The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. .8.15.3 Underground utilities should be leak free Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil , movement could occur if water is allowed to infiltrate the soil for prolonged periods of time 8.16 Slope Maintenance 8.16. It Slopes that are steeper than 3:1 (horizontal vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope The 7. * occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a Project No 06442-32-20 27 March 18 2015 ' * -• I, significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion: Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future 8.17 Grading, Foundation, and Retaining Wall Plan Review 8.17.1 The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal t check their compliance with the - recommendations of this report and to determine the need for additional, comments,, recommendations and/or analysis 4 I .., - 4 4 '4 - - -, , •. * --I I --, - - 4 4 4, 4 I., 4 ---- '4 1 . ...... -.. . "I' •' - 4 - 4.r - --4- I, * *4 ' - 44 4 4 Project No. 064423220 28 • -March 18, 2015 •-..-- LIMITATIONS AND UNIFORMITY OF CONDITIONS 1: The finn that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical - aspects of site development are incorporated during site grading, construction of * improvements, and excavation of foundations. If another geotechnical firm is selected to - 1A, - -, perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record A copy of the letter should be provided to the regulatory agency for their - records. In addition, that firm should provide revised recommendations concerning the : geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report They should also perform additional analyses deemed necessary to assume the role of Geotechmcal Engineer of Record 2.-1_--1 The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated 4 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural * * processes or the works of man on this or adjacent properties. In addition, changes in • -• applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly * or partially by changes outside our control. Therefore, this report is subject to review and - - 1 t should not be relied upon after a period of three years ,••_ •••' I - * -•- •-•••,• •* 4 'ProjectNo 064423220 March 18, 2015 :•. .,, -% N i L1 \\ 44mc 'o r 1 4T4 ':i ri : 4OA jL Aw RP - - os tit 1 - - All IL 1 2 liE. ' '- -- --S - ,• 'J iE; ,--:•-F — r 'k : F 4 • , , •-: - \ -. .- - / ;?F - Ti Ill I ' :j ç 1_&l • - 4/' F - T t j) ' i - - _•. - - -.- - - -i-' - - r.- EA / RA DSK/GTYPD L.1 Qcf_ - - - - - - ---_:- -- - - -__ - -- - o d DISTANCE (FEET) GEOLOGIC CROSS-SECTION A-A SCALE: r 40' /A B B' 0 DISTNCA (FEET) GEOLOGIC CROSS-SECTION B-B' pcf I----4.------,-------1--------.,-------4.-- -i---- -------4-- -. DISTANCE (FCC1) GEOLOGIC CROSS-SECTION C-C' SCALE: AND,) ' Q.-CON INCORPORATED 47 GEOTECHNICAL • ENVIRONMENTAL • MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 0121 - 2974 - PHONE 858558-6900- FAX 858 558-6159 -• '- EA/RA DSK/GTYPD CARLSBAD OAKS NORTH BUSINESS PARK - LOT 13 CARLSBAD, CALIFORNIA DATE 03- 18-2015• PROJECT NO. 06442-32-20 FIG. 4 - - - Plotted:03/1712015 9:02AM I By:JONATHAN WILKINS I File Location:Y:t.PROJECTS06442-32-20 Carlsbad Oaks North Lot 131DETAlLSWall-CoIumn Footing Dimension Detail (COLFOOT2).dwg - -. : . CONCRETE BROWDITCH GROUND SURFACE . PROPOSED RETAINING WALL PROPERLY COMPACTED BACKFILL /-..._TEMPORARYBACKCUT WATERPROOFING 4 PER OSHA PER ARCHITECT 2/3 I-I MIRAFI 140N FILTER FASRIC - (OR EQUIVALENT) ' -...._OPENGRADED - :- ?MAX AGGREGATE GROUND SURFACE OOTING 4A PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET CONCRETE p—GROUND SURFACE CONCRETE T—GROUND SURFACE BROWDITCH 1 / BROWDITCH RETAINING f RETAINING - - WALL .-) WALL --- WATER PROOFING . WATER PROOFING PER ARCHITECT 1 _-PER ARCHITECT j t DRAINAGE PANEL - (MIRADRAIN 6000 . .. ...... ,. • OR EQUIVALENT) 2/3H .-. - 2/3 H, . DRAINAGE PANEL - - 12 - r (MIRADRAIN 6000 3/4' CRUSHED ROCK -. .; . OR EQUIVALENT) - (11 CU.FT./FT.) .,• . - 7,7 — ,-FILTER FABRIC .. • 4'DIA. SCHEDULE 4O PROPOSED '- .......ENVELOPE PROPOSED PERFORATED PVC PIPE GRADE-\ IMIRAFI 140N OR GRADE-7\ OR TOTAL DRAIN EQUIVALENT EXTENDED TO FOOTING 9 APPROVED OUTLET EA PE OR TOTAL DRAIN EXTENDED TO . . . . APPROVED OUTLET . . . NOTE DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET -. . .--. - OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE TYPICAL RETAINING WALL DRAIN DETAiL.. . GE ~Q INCORPORATED GEOTECHNICAL • ENVIRONMENTAL • MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 I - CARLSBAD OAKS NORTH - BUSINESS PARK - LOT 13. ,CARLSBAD, CALIFORNIA r DATE 03-18 -2015 PROJECT NO. 06442 - 32 - 20 - FIG. 5 Plotted:03/17/2015 9:05AM I By:JONATHAN WILKINS I File Locatjon:V:IPROJECTS\06442-32-20 Carlsbad Oaks North Lot 13\DETAILS\Typical Retaining Wall Drainage Detail (RWDD7A).dwg Ti • - - Plotted:03/1112015 9:06AM I By:JONATHAN WILKINS I File Locatjon:Y:\PROJECTS106442-32-20 Carlsbad Oaks North Lot 13\OETAILSkSoil Nail Wall Drainage Detail (SNWDD).dwg • -:. APPENDIX :: I .- .. . . 4 I ft. (1 44} U-.- I I. 1' I '--';':-''. _'•f' fl 4- ,.- - •* I '4 -- 1 1 i4 4. pI. 44'_41 4 - •' 4 4 . 1 -- -4 4' .4- -- 44..4.-4; . _, . -. . , 444• A: - - 4 - .4.- p4$. 4 - • , 4 4 -- - p . _; -.4., 1•l - _, .$ ' .4- 4.- ,' 1' - - , 4 - . % '4 ,,",• • t ;.- - . 44- -, • , .4.. • . -. 4 .• 4 . .4 4 _p •4 ,44.4 ,4.4, I-, • 4- 1- - 4 APPENDIX A ti FIELD INVESTIGATION We performed the exploratory trenching on February 10, 2015 which consisted of excavating 10 backhoe trenches at the approximate locations shown on Figure 2. The trenches were excavated using '- a John Deere 410G rubber-tire backhoe with a 2-foot-wide bucket to depths ranging from 6 to 15 feet below existing grade. The trenches were backfihled using on-site soils and the top of trenches were wheel-rolled for compaction. Soil encountered in the trenches was visually examined, classified and logged in general conformance with ASTM Practice for Description and Identification of Soils (Visual-Manual Procedure D 2488) and, the granitic rock was classified in general conformance with Caltrans Soil and Rock Logging, Classification and Presentation Manual (2010) Logs of the exploratory trenches are presented on Figures A-i through A-b, in this appendix. The logs depict the various soil types and granitic rock encountered, and indicate the depths of each trench excavation 5 4 '1. I 4 .1 • ,- - .•. 4 1 - ..• .-.-.- - • • •• - -- ,-, .- •.S•- - - -. -• •• .• -• • L Project No. 064423220 March 18, 2015 -• I 4'. '.4 .4 . PROJECT NO. 06442-32-20 Of TRENCH I Z. DEPTH SOIL I- z - C IN SAMPLE NO 0 CLASS . • ELEV. <(0 z FEET (MSL)417' DATE COMPLETED 02-10-2015 0 LU Ix 20 E W QUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKETBY: E. ALVARADO °-IX ______ - MATERIAL DESCRIPTION - 0 : ++ - GRANITIC ROCK + Highly to moderately weathered, moist, mottled gray and orange biown, ' + + moderately weak GRAN1TIC ROCKK, excavates to a mottled grayish and + orange brown, silty, medium to coarse sand with some approximately 6 inch + + diameter friable rock + ++ + + +++ + ++ 4j .4 • + -Becomes moderately strong at 5 feet . - ••• -. •• ++ 6 + . + + -•. I'. + ++ , + 8- ++ --: + -Becomes strong to very strong at 8 feet •. . + +•'- + ++ : ••. • 10- + + _•t t_. 4 - -. - ++ - + - . • • •. - 12 ++ + ++ 4 + ++ - 14- + • + + TRENCH TERMINATED AT 15 FEET Backfilled with trench si5ôils 02-10-2015 v • • I -.' _ 4_ I .- - • -• -4. .. - 4 -S J -: •' . t - -• 4 - .. . . • 1-- - •. - I-IgureA-1, Log of Trench T 1, Page 1 of I - . • •'. 96442-32 SAMPLE SYMBOLS [I] SAMPLING UNSUCCESSFUL II STANDARD PENETRATION TEST I DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE -. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT •, IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 4 4 PROJECT NO.06442-32-20 I, TRENCH 2 DEPTH ' SOIL I— ZOUE (I) SAMPLE NO -J CLASS ELEV.(MSL.)418 DATE COMPLETED 02-10-2015 <U) LL . FEET o i . .• . EQUIPMENT JOHN DEERE 410G BACOE W/2 BUCKBY: E. ALVARADO m w rc MATERIAL DESCRIPTION ++. GRANITIC ROCK + Completely to highly weathered, moist mottled gray, olive and orange brown, + + weak to moderately weak GRANITIC ROCK; excavates to a mottled grayish, - + olive and orange brown, silty, medium to coarse sand with some 6 inch 2 - + + diameter friable rock - --.. .. + •• ++ -• + . - . j+ 4 - +, + + •• -Highly to moderately weathered, moderately weak to moderately strong at 4 - • .: • .. feet L. • +-/+ - • I +.+ 6 • ' . . + - 1, .+ . + + -F 8 Moderately strong to strong at 8 feet .,. + ++ . -q,- I - I ++ -, +'+ - . . + Strong at 12 feet -12.-'.', ++ - + . I. . - -• * + -Single approximately 12 inch diameter fresh boulder (core stone) at 13 feet - f + . - I . • 14 - -b-'--- - ______ _________________________________________________________ TRENCH TERMINATED AT 14 FEET - - .-' Bac1led with trench spoils 02-10-2015 .•t '- .•, I . . I , II 1 •• • . ., - : -: - . Figure A2, •-• . - .LogofTrench.T 2, Page lofl • •,•-.-.' NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT - • IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. - GEOCON * - . .• 4- 4 - ••- PROJECT NO. 06442-32-20 ______ .: .: TRENCH 3 DEPTH SOIL . - . Z - 1) w. FEET. SAMPLE NO. . CLASS . - --- ELEV. (MSL.)419 DATE COMPLETED 'O2-O.2015 t ., -. <cO ZU. Q 2z CO - - EQUIPMENT JOHN DEERE 410G BACKHOE W/2' BUCKET BY: E. ALVARADO °- ______ MATERIAL DESCRIPTION . . - 0 - ++ - GRANITIC ROCK + Highly weathered, moist, mottled olive and orange brown, weak to moderately. + + weak GRANITIC ROCK; excavates to a mottled olive and orange brown, - + silty, medium to coarse sand with some approximately 6 inch diameter friable ' - 2 - + + rock + ..-. ++ + ++ + 4. ++ -- : + -. + + + . -Becomes moderately strong at 5 feet ++ -6- + ---"-:.- ++ + .. + + + -8- ++ ,_,4 ..... •..4 5 + + + -I- -I- -I- 1 -- - 10 - + + + 4 Becomes strong at 10 feet - - + ++ . 5- , .4_• 5 . - 12 + + + - -F- ,... . . + -I- + + -Moderate excavating effort from 0 and 14 feet 14 - -i----- ____ TRENCH .- TERMINATED AT 14 FEET Backfilled with trench spoils 02-10-2015 4_i • - .- - .4.,- _4. 4 4 / '4 -'.4 ! • .4.4 4 - ... 4.. 4 4-. .----'.- --:- k- I- .5 -1 -.'- 1-igure A-S, . -- • - . -. .. . - . - Log of Trench T3, Page lofl SAMPLE SYMBOLS LI ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST . ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE . . ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 4- I' GEOCON (A PROJECT NO. 06442-32-20 : TRENCH 4 -DEPTH - < SOIL I.-Z £0:.- IX IN SAMPLE -- NO. CLASS ELEV. (MSL.)421 DATE COMPLETED 02-10-2015 I— FEEt (USGS) • EQUIPMENT JOHN DEERE 4IOGBACKJIOEW/2'BUCKETBY:E.ALVARADO °-" O 0 MATERIAL DESCRIPTION • - :. - SM COMPACTED FILL I Medium dense damp mottled olive and orange brown Silty, fine to coarse SAND with trace rootlets - . .. -•i -- . -Moist at 1.5 feet 2 1 1 Trace approximately 6 inch diameter friable rock at 3 feet • - -Black to dark brown topsoil layer approximately 5 inches thick at 5.5 feet + ' + .' GRANITIC ROCK . + Completely to highly weathered, moist mottled olive and orange brown weak .. ,. + ± . GRANITIC ROCK; excavates to a mottled olive and orange brown, silty, - medium to coarse sand with little approximately 4 inch diameter friable rock • . l-' . - . i.- . - + - . -Highly weathered, moderately weak at 9 feet with few to little 4 inch - .. ..' +' diameter friable rock -10- -' ++ -Becomes strong to very strong at 10 feet - +•+ . . ,, 12 - r.• .. -Heavy to very heavy excavating effort from 12 to 14 feet - . +.+ ,. .•+• ' , . .• - . - - TRENCH TERMINATED AT 14 FEET - Baclled with trench spoils 02-10-2015 11 ',, • .- I, . •- - r . : Figure A-4,, - - -LogofTrenchl 4, Page lofl. 06442-32-20.GPJ -•-.- V." SAMPLE SYMBOLS - (1 %.. SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) • ...DISTURBEDOR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE - NOTE:, THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT - . IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. 06442-32-20 5 . TRENC-rDIJI'u T • .. H I ' ,.P - c - DEPTH > 0SOIL ... -.4- • . . ., Z I-Z >. IN SAMPLE j CLASS - ,. . , in .W L) - .. z FEET NO. ' ELEV. (MSL.)422 DATE COMPLETED 02-10-2015 : - '2 i... 0 (USCS) . - - -. in .... .It 5 z 20 EQUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKET BY: E..ALVARADO _.ww -0. 0 MATERIAL DESCRIPTION - 0 - ++ - GRANITIC ROCK ..- + Completely to highly weathered, moist, mottled olive, black and orange - + + brown, moderately weak to moderately strong GRANITIC ROCK, excavates + to a mottled olive and orange brown, silty, medium to coarse sand with little 2 - approximately 4 inch diameter friable rock . • . . - -. ++ - + ++ ...-. I •- ;,,7 .. - •;. '1 •;. I ++ Becomes moderately weathered moderately strong to strong at 4 feet . + + '-I •1 ...I + '':•• - '.5 - 6 - + + .-,, - • - -, S . - -, + . 5 .5 .... .- ++ + + + ' - -' ': -I- 8 - -Strong to very strong at 8 feet ' i ., t -+' -1- + + + J ........... -10- + + + -Very strong at 10 feet + -Very heavy excavating effort from 10 to 14.5 feet ,. •- . ++ 4j 12 . + .. -• • .14 - .:-- . ' , .5 ++ , 1 -1- -+• . 5'_,-_, S L' .• SI S -14- + .•. - . TRENCH TERMINATED AT 14.5 FEET . '. . Backfilled with trench spoils 02-10-2015 - 4 -. .. - •. ' '. . -. .5. 4 -- 4 1-igure A-b, - . 4 - - . Log of Trench T 5, Page lofl . . . ,..,, '•. SAMPLE SYMBOLS LI ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST - I ... DRIVE SAMPLE (UNDISTURBED) - DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE t, -, '. ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON I '- PROJECT NO. 06442-32-20 W OW TRENCH 6 z DEPTH . L < SOIL I- Z tz N . SAMPLE ,j 0' ELEV. (MSL.)422 DATE COMPLETED 02-10-2015 <(I) a" wok Z LU :.FEET NO. 0 -fr •_'. . EQUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKETBY: E. ALVARADO °- ______ -- - ______ MATERIAL DESCRIPTION _________________________________________________________ - 0 • .. + + GRANITIC ROCK + - Completely to highly weathered, moist, mottled olive, gray and orange brown, . + + moderately strong GRANITIC ROCK; excavates to a mottled olive to orange - . + brown, silty, medium to coarse sand with little approximately 4 inch diameter 1. • + P . - - friable rock . - • ++ :.' d . - . - , - -- ±. + 'L 4. -,.•.. .+ '-Becomes strong at 4 feet + •± . + ' 6 + • . . - ++• , + +.+., ' I. 8. , + .+ - • - 2 + ,: a, ' - + 4 + .+. Becomes mottled light grayish and olive at 10 feet 4 + 12 + • , - + + - •. . . - .-• P 44 •• + - -Strong to very strong at 12 feet +± - -•''l + -Heavy to very heavy excavating effort from 10 to 14 feet . . -14 • . — . .. TRENCH TERMINATED AT 14 FEET ,.. Backfilled with trench spoils 02-lO-2015 '•. 4 . a, - - , - - •4 - • • - -• .•. ,: - .. . - P * • - ..' F P - - • - -. - .4 — • _______________________________________________________________________ _______ —• •• -a Figure A6, * , 06442-32-20.GPJ Lou of Trench T 6. Pane I of I -P. •ç SAMPLE SYMBOLS E SAMPLING UNSUCCESSFUL II STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) ' a DISTURBED OR BAG SAMPLE CHUNK SAMPLE X WATER TABLE OR SEEPAGE IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ' P oEocor * ( a 7 4 • . ,. .3 - ..--.,- PROJECT NO. 06442-32-20 '4, •,-. ,•, .: , IX TRENCH 7 DEPTH IN < SOIL 4 ' 3- - , '- Pz U)' ZLL W FEET SAMPLE NO. X z - ." . . - ELEV. (MSL.) 424' DATE COMPLETED 02-10-2015 -,, . - .; co - 0 of EQUIPMENT JOHN DEERE 410G BACKHOE W12 BUCKETBY: E. ALVARADO WWS 0 0 MATERIAL DESCRIPTION 0 - ++ - GRANITIC ROCK + Completely to highly weathered, moist, mottled gray, olive and orange brown, - + + moderately weak GRA11TIC ROCK, excavates to a mottled olive and orange - + brown, silty, medium to coarse sand with few to little approximately 4 inch .3 2 - + + diameter friable rock . .--. .. . 3 . - J• -+ ++ ;.' -••' --: '- -. 3, - ., .-. •r + + :. 3 ,"• ,. - .:.. .3 4- ++ + 73 '4 - ++ + -Moderately strong to strong at 5 feet + + :_•F33. ' 474 .. :.. - '6- . .• -: + + • + ++ -I- 8 - + + ' 4. ., 8 ' . f7 ,'3 4, 4 + - '' ++ _ 8_7 '' 4 + ++ 10 - + -Few to little friable rock up to 12 inch diameter at 10 feet -f -I- 3 -7 . ...............- 4- . . '4 , - + ++ - + . • - . , , 12 - + + + 3.' 4•4 7 - 4 4- 4 -3 3 - + + + -Moderate to heavy excavating effort from 0 to 15 feet., + + - $ 14 - - + + + 1, - '-I- TRENCH TERMINATED AT 15 FEET Backfilled with trench spoils 02-10-2015 '. 44•, •t . - 4•.J 4 ,7_•3 4 1 ,• ,. 4. , '3 .r 3 4 • 44 . ' ' ,. s' ' L '-','' 3 8• 7' 7 ,4 '.4--I Figure A-7, . 7' -. - - ,' - 06442;3220.GPJ Log of Trench T 7, Page 1 of 1 . •- , ' •• 4, . ' ', '-n. .- -.' SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL II STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE - .' ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. -. -GEOCON PROJECT NO. 06442-32-20 I TRENCH ZLU .•. DEPTH ; '>- < SOIL j z IN t o o SAMPLE NO. z CLASS ELEV. (MSL.)421' DATE COMPLETED 02-10-2015 O ' - FEET • o Z1J. IX EQUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKET BY: E. ALVARADO - . 0 'MATERIAL DESCRIPTION SM COMPACTED FILL Loose to medium dense, moist, mottled olive and grayish brown, Silty, fine to - ::. [:1:: coarse SAND with trace approximately 4 inch diameter friable rock; few roots - - {•i' :1. in upper 1 foot . - 2 -Becomes medium dense to dense at 1 foot - Il 1 J II 4 I . -, 6 ± + GRANITIC ROCK +, . Completely to highly weathered, moist, mottled gray, olive and orange brown, + + moderately weak to moderately strong GRANITIC ROCKK, excavates to a - + mottled olive and orange brown, silty, medium to coarse sand with little 6 inch : + + diameter friable rock - I. + ++ .... - .. +. . - ++ 10 ++ -Highly weathered moderately strong to strong at 10 feet I •. : -, + + - .•v_ .' -.- ++ - 12 - + . -Strong at 12 feet - + + -Heavy to very heavy excavating effort from 12 to 14 feet +• + + - I- - 14 - TRENCH TERMINATED AT 14 FEET - • . . . Bacldilled with trench spoils 02-lO-2015 - . . . . Figure A-8, Log of Trench T 8, Page 1 of I 06442-32-20.3PJ -• 4 ( SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE - NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT - L • IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. '- - -f GE000N 5 • -, .',- -I - •• PROJECT NO. 06442-32-20 TRENCH T 9 ' Lii - DEPTH SAMPLE 8 < SOIL ... ... . 5 - IN FEET NO. . . . ELEV.(MSL.)416 DATE COMPLETED 02-10-2015 ' (0 Z o UJI IX 20 Of EQUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKETBY E.ALVARADO LU CO 0 MATERIAL DESCRIPTION - - 0 - SM COMPACTEDFLLL r -. F Medium dense to dense damp mottled olive and orange brown, Silty, fine to coarse SAND with trace approximately 4 inch diameter friable rock I I Becomes moist at 1 foot . .. -2 III I .4. I l--I f .. . ... I III - + + GRANITIC ROCK 6 + Completely to highly weathered, moist, mottled gray, olive and orange brown, - moderately strong to strong GRANITIC ROCK excavates to a mottled olive . -. and orange brown, silty, medium to coarse sand with trace approximately 4 inch diameter friable rock TRENCH TERMINATED AT 6.5 FEET Backfihled with trench spoils 02-10-2015 . . -. ( . Figure A-9, . . . 06l42-32-20.GPJ Log of Trench T9, Page lofl SAMPLE SYMBOLS LI ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE . ... WATER TABLE OR SEEPAGE - NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON S . - q ... •. .. - . - PROJECT NO. 06442-32-20 4. ..•Figure.A-1O, Log of TrenchTlO, Page 1 o I - TRENCH TIO DEPTH I W .:' .. 0 LU ..uj — SAMPLE SOIL . V I_Z IN - NO. ,' ... Z ELEV. (MSL.)41V DATE COMPLETED 02-10.2015 . . . . .'FEET 0 IX EQUIPMENT JOHN DEERE 410G BACKHOE W/2 BUCKET BY: E. ALVARADO w. a MATERIAL DESCRIPTION SM COMPACTED FILL I Medium dense to dense damp mottled olive and orange brown Silty, fine to - I 1 coarse SAND with trace approximately 4 inch diameter friable rock • I I Becomes moist at 0.5 feet - ... ..I....... . - V - 4 * VV .4 II 4 + + , GRANITIC ROCK Completely to moderately weathered, moist, mottled olive, orange and grayish . * . brown, moderately strong GRAC ROCK excavates to a mottled olive ( . - . . . . ., and orange brown, silty, medium to coarse sand with trace approximately 4 / inch diameter friable rock . ..s • - . TRENCH TERMINATED AT 7 FEET 4 Backfllled with trench spoils 02-10-2015 '¼ 'S. .5. 1 1 r Si .4 ' 4 4- 4.4 r, 1 4.4 ,. . p _4 - - .4..: - - '4, 5 '• .••i ,. 4 ••' t. . "4 • 5 • S 4 - L 06442-32-20.GPJ , : SAMPLE SYMBOLS LI SAMPLING UNSUCCESSFUL II] STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE ;. NOTE: ,THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. * 4 . .. GEOCOIN o - - -. . - .4 .- # 4 ,-. -, .I •-. - - - - _1._ -• - .- '4" I • .4 .7•. .. -'.4 4- • -. . 4 -- ', 4 •. - .4 4 (_.•4_•• -4 . .4- .'S• '...'• - ___5'S . 4--. 4 .4 4; -•• ,•1, .-- ,-c,•,7, 4 -...- 44 •'1 ' . -. - ..' 4 W ._ .; .. -. . 4 - - '- * APPENDIX - * — LABORATORY TESTING PERFORMED BY GEOCON INCORPORATED (2007) .. 4 '•' 4 1 - - FOR '-.4- 1 4 4 4 4 , 4{4 •_• •. 4. 4. - * ,, CARLSBAD OAKS NORTH BUSINESS PARK- LOT 13 I CARLSBAD, CALIFORNIA - .4 - -. -• PROJECT NO. 06442-32-20 ''':.-•c, .4,_' :.-' - .'. . .4 4, , 4- •;: .4" 4 ,, . .2 - .- - - : - :.. .4 -4 4 .-... - • - -. - . -- . , . .4-4 •,, -4 S._,-c ..•' St. 4 .' . - '4 - • I'... 4- - -' - - .:-: .4- r '1 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND '_.. OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Proctor Maximum Optimum 0. Curve N Source and Description Dry Density Moisture Content (PC') (%) 1 Grayish brown, Silty, fine to medium - SAND, with trace gravel 133.3 .. 7.4 2 Dark reddish brown, Silty, fine to medium . SAND .. 134.9 - .7.4 Brown, Silty, fine to coarse SAND, with 129.7 - 9.3_ trace clay Dark brown, Silty, fine to coarse SAND, -' with trace gravel . 129 1 9 4 Dark brown, Silty, fine to mediumSAND, - with trace gravel 1328 . - 8.8 6 1...-..-..,-... 14-. .... _... SAND KT% *Samples were remolded to approximately 90 percent of maximum dry. density at near optimum misture content ..... ., .- .- . 4 5 5- 4 - 4 Sample No.* (pci) (%) (psi) Resistance (degrees) 1 120.2 11.8 -'50O 35 2 1220 70 715 33 3 117.2 8.8 . 545 ,- ' 37 .•. .,aii%. brown, )LLLy, U11 LU .UdIS ttPUJ, 132 2. 8 4 with trace gravel ... 4. r • ,- - S -4 11'd, -- TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS 'P-- • ASTM D 3080-03 Dry Density Moisture Content Unit Cohesion, Angle of Shear Project No. 06442-32-13 December 11, 2007 - 114 - .4 44 .i4 I TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS / . ASTM D 4829-03 I , Sample No. (Proctor Curve No. or Lot No. and Location) Moisture Content (%) Dry Density (Pd) Expansion Index Before Test After Test EI-25 (Lot 13 East) 8.0 13.0 118.2 1 EI-26 (Lot 13 Central) 7.6 13.0 118.6 0 EI-27 (Lot 13 West) 7.4 12.3 119.1 1 1 ... ' -4 4. 4 9 TABLE V -' .. SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO.417 1 4- -4. -4, Sample No. (Lot No.) Water-Soluble Sulfate (%) Sulfate Exposure EI-25 (Lot 13 East) 0.026 Negligible EI-26 (Lot 13 Central) 0.014 Negligible EI-27 (Lot 13 West) 0.011 Negligible .4 .. 4- .. ill : .- j - .• --- - -'. 4. _dlllllII4 . ; 4•"• --c • . ) -.• •-: • ,• - . d• - - - - .•.•. - - - - - . -• ••- • ..-- -..•• -,-• •• .- -- ••- - - - -• • -. :- - - -• 4 • ft •. f-f - • 4 • - •• --- :.-' - •. - f•-_ • -- - - •t .!_ , - - •:- !. • •-- - -. -. •- - - •- -• • -f •• •, •• -'t_• .. •-- t..••C '••.- - - • -• :,- -•• - .- .f , .••••• •• RECOMMENDED GRADING SPECIFICATIONS. I GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. T '. 1.2 Prior to the commencement of grading, a geotechmcal consultant (Consultant) shall be employed for the purpose of observing earthwork• procedures and testing the fills for substantial conformance with the recommendations of the Geotechnicàl Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised Of work schedules and changes so that personnel may be scheduled accordingly. - - * . . 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and -- methods to accomplish the work in accordance with applicable grading codes or agency' ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather; rult in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be4 stopped until the unacceptable conditions are corrected 2 DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading ; performed 2.2 Contractor shall refer to the Contractor performing the site grading wrk 2.3 Civil Engineer or Engineer of Work shall refer to the California licnsed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying* as-graded topography. . •, •-.• I, • • - . - I a •, GI rev. 07/2013 - I, •• . . .. - . . -4 2.1A, . Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project -. 2.5 :S0u1 Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained * by the Owner to provide geologic observations and recommendations during the site grading - 2 7 Geotechmcal Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are -I - intended to apply 3 a * 3 MATERIALS I 3.1 ' Materials for compacted fill shall consist of any soil excavated from the cut areas or.-_` I * imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defmed below. -S. -J - - -v 3 1 1 Soil fills are defined as fills contaimng no rocks or hard lumps greater than I 12 inches in maximum dimension and containing at least 40 percent by weight of '.material smaller than % inch in size - - I - 3.1.2 Sod-rock fills are defined as fills containing no rocks or hard lumps larger than , 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow , for proper compaction of soil fill around the rock fragments or hard lumps as specified in. Paragraph 6.2. Oversize rock is defined as material greater than - 1 12 inches 3.1 .3,,, Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines Fines are defined as material smaller than 3/4 inch in maximum dimension The quantity of fines shall be 4 I less than approximately 20 percent of the rock fill quantity. - 1 1 -I - - -. 1*. I,. - G1 rev. 07/2013 I 1 - -. .- -4 - - j- 3 2 Material of a perishable, spongy, or otherwise unsuitable nature 'as determined by the Consultant shall not be used in fills 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials 'as, defined by the California Code of Regulations, Title 22, Division 4, Chapter. 30, Articles 9 and 10, 40CFR, and any other applicable local, state or federal laws The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating- that the suspected materials are not hazardous as defined by applicable laws and regulations 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant Rock fill may extend to the slope face, provided that the slope is not steeper than 2 1 (horizontal vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4 CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made - - structures, and similar debris Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and' other projections exceeding I V2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials.' p p - ,- - GI rev 07/2013 4 2 Any asphalt pavement material removed during clearing operations should be properly. - disposed at an approved off-site facility. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. ....- - a 4.3 . After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechmcal Report The depth of removal and compaction should be observed and approved by a representative of the Consultant The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used r 14 A.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal :vertical), or, + ' where recommended by the Consultant, the original ground should be benched in — accordance with the following illustration 'I a . — "TYPICAL BENCHING DETAIL Finish Grade Original Ground -------------- a - •-• ' t -a ., -S.- -S'•.- 2 ,,- . • - c1l Finish Slope Surface 4 *.. Remove All Unsuitable Material As Recommended By — '---S. f Consultant Slope To Be Such That 5-.-.- Sloughing Or Sliding Does Not Occur Varies / — B See Note 1 See Note 2 .. .'" p No Scale - ) •S•. -. -' •--• DETAIL NOTES:,(1) Key width "B" should be a minimum of 10 feet or sufficiently wide to permit - - - - complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as ' approved by the Consultant GI rev. 07/2013 ,. . b - 4 5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications . 4 -r l••_ J. p - 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. ••-'• - •.. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. f f' ' 6 PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6 1 Soil fill, as defined in Paragraph 3 11, shall be placed by the Contractor in accordance with the following recommendations 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit m nearly level lifts Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these speifications I . 6.1.2 In general, the soil fill shall be compacted at a thoisture content at or above the optimum moisture content as determined by ASTM D 1557-09. 6.1.3 When the moisture content of soil fill is below' ,that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range • specified 6.1.4 When the moisture content of the soil fill is above' the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated b)I -• = the Contractor by blading/rmxing, or other satisfactory methods until the moisture- content is within the range specified 4 - Gl rev. 07/2013 - p. VP 6.1.5, After each layer has been placed, mixed, and spread evenly, it shall be thoroughly : - compacted by the Contractor to a relative compaction of at least 90 percent. 3f f Relative compaction is defined as the ratio (expressed in percent) of the in-place - -, ,dry density of the compacted fill to the' maximum laboratory thy density as ' determined in accordance with ASTM D 1557-09. Compaction shall be continuous V . - over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the - entire fill: •, V V ' 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed • at least 3 feet below finish pad grade and should be compacted at a moisture - content generally 2 to 4 percent greater than the optimum moisture content for the V • material. - V V. V V 6. 1.7 • Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at V least 3 feet and then cut to the design grade. This procedure is considered a - V • preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a ' V heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height - V * intervals Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. V V •H, V• - - V fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance V -. with the following recommendations 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured V ty 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be -. • V - individually placed or placed in windrows. Under certain conditions, rocks or rock V - • fragments up to 10 feet in maximum dimension may be placed using similar V methods. The acceptability of placing rock materials greater than 4 feet in - maximum dimension shall be evaluated during grading as specific cases arise and • - -, shall be approved by the Consultant prior to placement. VV .:- •.-- ••• V• .- V GI rev. 07/2013 .4 'I .. • J. •4t ... -,, . •.'. 6.2.3 For individual placement, sufficient space shall be provided between rocks. to allow, for passage of compaction equipment . - - ., •. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be, filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may, also be placed utilizing an "open-face" method in lieu of the trench procedure, howei'er, this method should first be approved by the Consultant. . . . * 0. 6.2.5 Windrows should generally be parallel to each other and. may be placed either T parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12. feet center-to-center with a 5-foot stagger or offset from lower courses tonext overlying course. The' ' minimum vertical spacing between windrow courses shall be 2 feet from the top of. a lower windrow to the bottom of the next higher,windrow. .. .. .. . 6.2.6 ..- ' '' Rock placement, fill placement and flooding of. approved granular soil in the windrows should be continuously observed by the Consultant 1. • - ' ' 4 ._ -• S 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: - .- •. • -S.' . •,,• 5'.. . -. .. 1'' - , .5 --. •'.5-S . .." 5', 6.3.1 . • . The base of the rock fill shall be placed on a sloping 'surface (minimum slope of 2 1. percent). The surface shall slope toward suitable subdrainage utlet facilities. The. rock fills shall be provided with subdrainsduring construction so that a hythostati ' pressure buildup does not develop. The subdrains. shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water - I •. -. ' - 6.3.2 Rock fills shall be placed in lifts not exceediiig3 feet. Placement shall be by' rock trucks traversing previously placed lifts and dumping at the edge of the currently, placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the, rock. The rock fill shall be watered hea.rily' during placement. Watering shall', consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placemetit' Compaction -, equipment with compactive energy comparable to or greater. than that of a 20-ton steel vibratory, .' roller or other compaction equipment providing-, suitable energy to achieve the ¶S_,• .-- • S , - GI rev. 07/2013.' -- -,-- . - -.-.. required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in - 1 Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. - 6.3.3 Plate bearing tests, in accordance with ASTM D 1196-09, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a . minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent) Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes - .-. •, _t and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection - variation with number of passes. The required number of passes of the compaction - equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. '6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed The actual number of plate bearing tests will be determined by the Consultant during grading. -- - 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that,. • in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills 6.3.6 To reduce the potential for "piping" of fries into the rock fill from overlying soil - fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock - - - should be determined by the Consultant prior to commencing grading. The - gradation of the graded filter material will be determined at the time the rock fill is . being excavated. Materials typical of the rock fill should be submitted to the -. Consultant in a timely manner, to allow design of the graded filter prior to the - commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. - GI rev. 07/2013 I 1 4 1 7 OBSERVATION AND TESTING,.-%i11.14 . -. 7.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations: In general, no more than 2 feet in • vertical elevation of soil or soil-rock fill should be placd withbut at last one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards Of soil or soil-rack fill placed and compacted I 4. •1- 14 7.2 The Consultant should perform a sufficient distribitin of. field density tests of the compacted soil or soil-rock fill to provide a basis for expressing' an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any, layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. - : ..i•'.; 7.3 During placement of rock fill, the Consultant should observe that th minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill & any portion thereof is below that specified, the affected layer or 'area shall be reworked until the . rock fill has been adequately seated and sufficient moisture applied ---4 7.4 A settlement monitoring program designed by the Côumlta aybeconducted in areas of: rock fill placement. The specific design of the 4 moiitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and'observation services perfonned during grading IS _ "I' . •'* .. 7.5 The Consultant should observe the placement of sub'dram', to verify that the drainage devices have been placed and constructed in subtantial conformance with project specifications. . . . . . ..... . -S- •).' . .. -- 7.6 Testing procedures shall conform to the following Standards as appropriate: -, - - !_.S ;!)' .....•.I - . ., I- - -. GI rev: 07/2013 . 4 -. •V V * I 1 JN 'I - - 7.6.1 Soil and Soil-Rock Fills: 7.61. 1 Field Density Test, ASTM D 1556-07, Density of Soil In-Place By the Sand-Cone Method. - V4 7.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938-08A, Density of Soil : and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). -• VV..' .. 7.6.1.3 Laboratory Compaction Test, ASTM D 1557-09, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound V Hammer and 18-Inch Drop. ;,• . 7.6.1.4. Expaiision Index Test, ASTM D 4829-08A, Expansion Index Test. . '' 7.6.2 Rock Fills " . V . - . ',, * Field Plate Bearing Test, ASTM D 1196-09 (Reapproved 1997) , Standard Method for Nonreparative Static Plate Load Tests of Soils and - I. • -Flexible Pavement Components, For Use in Evaluation and Design of : Airport and Highway Pavements - .'• . ,•V 4 1 - 8. PROTECTION OF WORK %8.1 Dunng construction, the Contractor shall properly grade all excavated surfaces to provide '.... 'positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site The V Contractor shall take remedial measures to prevent erosion of freshly graded areas until . such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the V • • • Specifications prior to placing additional fill or structures. . V - 8.2 •- After completion of grading as observed and tested by the Consultant, no further - excavation or filling shall be conducted except in conjunction with the services of the V V . V Consultant. 4- 4FF 1 I .1'' •I •'' * V ,1 ' I - .1 V V . - - ' 5 V • • . - . V -, V I •V• • •1 , •,•• - ( :. •- . * - 1/,. jV-. - _ I • V •,_ • _ •• - V V ''• •VV . V' . V V - V -' 4 • V ' • V V - V4•t -. V - •- - V V V, (V V' V * • * I -: V4 V V • GI rev. 07/2013 :V . .5. 9. CERTIFICATIONS AND FINAL REPORTS 9.1 Upon completion of the work, Contractor shall furmsh Owner Ia* certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot .' horizontally of the positions shown on the grading plans. After installation of a section f subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer' should sierify the proper outlet for the subdrains and the Contractor should ensure that the drinsystém is free of obstructions. - 9.2 The Owner is responsible for furnishing a final 'as-'gr'aded soil and geologic report' satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineôr experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed insubstantial conformance. - S with the Specifications or approved changes to the Specifications * : SV -.• .., . . - . ;. V - - V c •- . . . . S 1VSS - S jV - 't. •V S V V V 5 - - - - . S V V* V • - - V - .5 .- •5 -. VV, V*• V •••_• 5 I • - - t4. •V• + V V V •VV • -. S• S - V * S VS •• -. - 4 • ••.l 5- * .5 5t. V • ..T+ SV 5 -5 V - SVVV V - .• -5s:$ t V • . . • V -'V -' •• V V '• 'e V - - * V S •V • Gl rev. 07/2013 V •V.5 • ••5 V • LIST OF REFERENCES 1. Boore, D. M., and G. M Atkinson (2006), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion • Parameters, Report Number PEER 2007/01, May 2007. 2. Brain S. J. Chiou and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be - published in NGA Special Edition for Earthquake Spectra, Spring 2008. 3. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April. 2003). 10% probability of being exceeded in 50 years. http://redirect.conservation.ca. gov/cgs/rghni/pshamap/pshamain.html 4. Campbell, K. W., Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication • in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. 5. Fault Activity Map of California and Adjacent Areas, California Division of Mines and - • Geology, compiled by C. W. Jennings, 1994. - 6. Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30 'x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000, 2007. 7. Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, 1986, pp. 12, 587, 631. 8 Risk Engineering, EZ-FRISK (version 7 62) 2011 Unpublished reports and maps on file with Geocon Incorporated USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0), February 10, 2011. •1 t - • • - Project No. 06442-32-20 • March 18, 2015 COMMUNITY FACILITIES Development Services Building Division C I T V 0 F DISTRICT NO. 1 1635 Faraday Avenue ( A D I (Q A F . NON-RESIDENTIAL 760-602-2719 B-32 www.carlsbadca.gov . NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand, before signing. The option you chose will affect your payment of the developed; Special Tax assessed on your property. This option is available only at the time of the first building permit .-.'issuáncel Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown SR COMMERCIAL . •- 858-314-3116 Name of Owner Telephone 127 LOMAS SANTA FE DR 2870 WHIPTAIL LOOP - Address Project Address SOLANA BEACH CA 92075 1 CARLSBAD CA 92010 City, State Zip City, State Zip 209-120-10-00 - 8, Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB153617 Buiiding Permit Number(s) * - .- As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in' :. I Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1)pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty five (25) years Please indicate your choice by initializing the appropriate line below OPTION (1) I elect to pay the SPECIAL TAX ONE TIME now, as a one-time payment Amount of One-Time Special Tax $ 89,788 24 Owners Initials OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty- five (25) years. Maximu nual Special Tax: $ 12,399.75 Owner's Initial . 3,.. • .. I DO HEREBY CERTIFY NDE ENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY D AT I U_STAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. ' SignatukgZf r perty Owner Title ) / Robu5oYl Name . , Date I ( . .• - , ,Print ' The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. - . • . LandUse: Bus. Park lmp.Area: I FY: 15/16 Annex date: 05/2004 Factor 8110 X110713 Square Ft =$89,78824 '5 - .., -- • --•-.-'. , B-32 ' Page 1 of 1 Rev. 07/09 This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City P4 prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name. C#4 (a 6&A Oak s +--i.. LLC.. - Building Permit PlahCheck.Number C131 53617 4 Project Addres: 2780 Whiptail Loop A P N 209-120-10-00 Project Applicant (Owner Name): SR Commercial ..___4• . - . 4 Project Description Office/Warehouse SHELL Building Type Industrial Residential NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s - Second Dwelling Unit: Square Feet of Living Area in SDU -r Residential Additions Net Square Feet New Area Commercial/Industrial: 110,730 Net Square Feet New Area , City Certification of . Applicant Information Jvt.etAltc_r Date 02/25/2016 4 . .... .4 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD * Carlsbad Unified School District Vista Unified School District San Marcos Unified School District .r 6225EI Camino Real 1234 Arcadia Drive 255 Pico Ave Ste. 100 . Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact Nancy Doice (By Appt Only) i,.. ". Encinitas Union School District- San Dieguito Union High School District-By Appointment Only I By appointment only 684 Requeza Dr. - 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 xli 66) .4 .4. . • • .4 - - * - 4. ..•-,.. 4 -. . - 4 . . .4 • _4 _I. I • •• 4 -. . • 13-34. . - -, • -. ' Page 1 of 2 Rev. 03/09 '4•V .,V,V. • - ,.- 'V V - . V .VF.• ' Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of -' dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the V person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION V (To be completed by the school district(s)) .4 1 -. .. THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. . SCHOOL DISTRICT • V V The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other •; applicable school mitigation determined by the School District. The City may issue A building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE V . NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT V 1 6225 E CAMINO REAL DATE V V CAILSBAD,CA92OO9 V PHONE NUMBER V . . - V . : V V ,..• • 'V • V. • . V • 1" ' - ••, V •______V••%•) V V 'V •' • V V t, Signature Date (I f, 13--34 Page 2 of 2 Rev. 03/09 V V CFD V Yes (PFF=1.82%) 1Z No (PFF = 3.5%) Land Use: Density: Improve. Area: V Fiscal Year: V Annex. Year: Factor: V V CREDITS PFF and/or CFD Explanation: VV. V V V City of Carlsbad Valuation Worksheet Building Division. Permit No: cb153617 ssssorPaiceI :. . . 2870 WHIPTAIL LP 269-120-1000 10/26/2015 SLE V V _______________ Aréá of.Work. V Multiplier V V .VALUE,' V SFD and Duplexes V . $139.52 $0.00 Residential Additions V . $166.81 $0.00 Remodels / Lofts $72.88 V $0.00 Apartments & Multi-family $124.35 $0.00 Garages/Sunrooms/Solariums ( $36.40 $0.00 Patio/Porch $12.13 $0.00 Enclosed Patio ' . V $19.71 . $0.90 Decks/Balconies/Stairs - $19.71 $0.00 Retaining Walls, concrete, masonry V. $24.26, V $0.00 Pools/Spas-Gunite V V $51.56 $0.00 TI/Stores, Offices $45.78 V V $0.09 TI/Medical,restaurant,Hoccupancies V $63.70 V V $0.00 Photovoltaic Systems/ U of panels $400.00 $0.00 IDUSTRIAL PLANT, TILT-UP 313 110,730 $45.49 $5,037,107.70 V V $0.00 V $0.00 $0.00 $0.00 V V $0.00 $0.00 Fire Sprinkler System . $3.94 $0.00 V Air Conditioning - commercial V V $6.37 V $0.00 V V V Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry V $4,883.11 $0.00 FiepIace/ prefabricated Metal V - $3,319.61 V V $0.00 $0.00 V $0.00 V ) •V TOTAL V $5,037,107.70 V . V Valuation: $5,037,108 V V V Cornm/Res (CIR): C V .Building Fee. $11,569.13 Check Fee V V 'Plan $8,098.39 V Strong Motion Fee $1,058.00 V V Green Bldg. Stand. Fee $200.00 Green Bldg PC Fee $150.00 V V LicenseTax/PFF $176,298.77 V V License Tax/PFF (in CFD) $91 ,675.36 CFD. 1st hour of Plan CheckFire Expedite V Plumbing TBD V Mechanical TBD V V Electrical V TBD V V V..VVVV V . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-31-2016 Plan Check Revision Permit No:PCR16086 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: GREG SPON 858-500-4600 2870 WHIP'.f"AIL LP CBAD PCR Lot#: 0 $0.00 CB153617 Construction Type: SB BLDG: A: ADD CELESTORY WINDOWS Owner: Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $86.00 Inspector: Total Payments To Date: FINAL APPROVAL Date: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: $86.00 $0.00 $0.00 $86.00 Balance Due: Clearance: ISSUED 05/16/2016 JMA 05/31/2016 05/31/2016 $0.00 N011CE: AeEEe take r-.oTlCE that approvai cl yOUr ptjed: indudes tre "ltrp:)Sitirn" d fees, dedcations, reservations, er other tWldions hereafter oollectively referred to"' 'fees'exadiors." You halve 00 days franthe-!tis pemit -isst.Ed to protest irrposition of these fees'exadions. If you protest tren you rrust follow Ire protest prncedses set fo!lh in G'.lveITTrenl Code Section 66020(a), and file Ire protest and any oti-.r req.ired infooration v.ilh the Oty Manager fc,- processif'G in acrordarrev.ith Qr1si:,a¢j M.ridpal Code Section 3.32.030. Failu-etotirrelyfdlo.vlhal proredurev.ill bar any subsecµ,nl legal a:tion to attaci<, revie.-v, set aside, void, a annt..d their irflX)Sition. ' Yoo are hereby FLRTHER I\OllFIED (hat yo.r rig,! to protest the specified fees'exadions DOES t\01" foffi_ Y lo wat..-and,,,_ oorreclion fees ard capooty changes, nor pla-ring, zoning, gaing:orother sinila-applicatioo ~ng a service fees in ccniedioo'Mth tlis Med:. NOR[X)ES IT APPLY to ant fP""'1exadions cl\M'lct, ,,,..,. • h.,,...,. · · L , aiveri a NQTir-c::: sinilar to this. cr as to v...hidl the statute of linitati --· '--· · __.,._ ___ ,se --'raj_ (city of Carlsbad General Scope of Worl< PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: cg! Plans JZ!: Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page/s) where each revision Is shown S'f'c ,:1:_ /fd'<chcc{ /!:,,ev ;'s 1dn S 5. Does this revisio'7, in any way, alter the exterior of the project? g¥es 6. Does this revision add ANY new floor area(s)? D Yes 7. Does this revision affect any fire related issues? D Yes 8. Is this a complete set? D Yes ~o £5'Signature );?~-:) /2 -/ _/ .- 4. List revised sheets that replace existing sheets , □No 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov . -----J.-~ DATE: 05/24/2016 JURISDICTION: CarlsJ>ad EsGil Corporation In 11.'artnersnip witn qO'f!entment for (IJuiUing Safety PLAN CHECK NO.: 15:3617 (PCR16-086) SET: I Rev. II PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' PROJECT NAME: Office/ Warehouse Commercial Shell Building ...... ~-------___ , ' ··-~-- □; AP£'.LICANT Cl--:1t!RI S □ PLAN REVIEWER □ FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are 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: ~ 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: al [!elephone #: Date contacted: (b rJ Email: Mail Telephone Fax erson 0 REMARKS: By: Dwight Ashman EsGil Corporation Enclosures: □ GA □ EJ □ MB □ PC 05/17/2016 9320 Chesapeake Driwe, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad 15-3617 (PCR16-086) ' 04/27/2016 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Dwight Ashman PLAN CHECK NO.: 15-3617 (PCR16-086) DATE: 05/24/2016 BUILDING ADDRESS: 12870 Whiptail Loop, Bldg 'A' BUILDING OCCUPANCY: BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance --------------------- Bl dg . Permit Fee b Ordinance y ,,.. --------------- Plan Check Fee by Ordinance ____ : ..;.-] Type of Review: □ Complete Review □ Other VALUE D Structural Only D Repetitive Fee __ .;;7 Repeats 0 Hourly EsGil Fee 1IHr.@* ~=====$=8=6=.0~0 " Based on hourly rate Comments: Hourly for revision. ($) sss.001 Sheet 1 of 1 macvalue.doc + «t ~ CITY Of CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.rmv DATE: 5/16/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SOP 15-10 PLAN CHECK NO: PCR 16-086 SET#: ADDRESS: Bldg A APN: 209-120-10-00 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required [8'.I Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attachedi checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Ted Weeks/ Doug Grant For questions or clarific!ltions on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 □ Chris Sexton □ Chris Glassen □ Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carls!;!ad~a.gov Christogher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ' □ Gina Ruiz □ ValRay Marshall □ Cindy Wong 760-602-4675 ' 760-602-27 41 760-602-4662 Gina.Rulz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov l6J Chris Garcia □ □ 760-602-4622 ' Linda Ontiveros Dominic Fieri Chris.Garcia@carlsbadga.gov 760-602-2773 760-602-4664 ' Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Plans OK. Consistent with approved SOP 15-10. May 5, 2016 CARLSBAD OAKS NORTH LOT 13 BUILDING A DOCUMENT CHANGE NARRATIVE Architectural Sheets : SHEET DESC'"1PTION A4.3 • ADDE!D CLERESTORY WINDOWS. A4.4 • NEW SHEET ADDED PANEL 63 ELEVATION SHOWING NEW CLERESTORY WINDOW LOCATION. ADDED KEYNOTE #429 A6.3 • UPDATED ENLARGED EXTERIOR ELEVATION TO SHOW CLERESTORY WINDOW LOCATIONS. • ADDE:D KEYNOTE #429 Ware Malcomb Architects I 6363 Greenwich Drive. Suite 175 San Diego Ca. 92122 (858) 500 4611 Page 1 of 1 I;: WISEMAN I ROHY ~RUCTURAL ENGINEERS May 12, 2016 Carlsbad Oaks-Lot l 3 Delta 6 Narrative Description of Delta 6 Drawing Revisions Sheet No. Action Taken S2.3 Bldr::i A-Added clerestory windows to dock panels S2.5 Bldg A-Added clerestory window to panel 63 S3.3 Bldg B-Added clerestory windows to dock panels Please feel free to contact our office if you have any questions. Sincerely, WISEMAN + ROHY Structural Engineers ~-'~ Michae] Sims, PE JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROHY, S.E. PRINCIPAL BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL STEVEN R. CROOK, S.E. ASSOCIATE 9915 MIRA MESA BLVD., SUITE 200 -SAN DIEGO, CA 92131 • TEL 858 536 5166 • FAX 858 536 5163 • WWW.WRENGINEERS.COM City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-05-2016 Plan Check Revision Permit No:PCR1606I Building Inspection Request Line (760) 602-2725 Job Address: 2870 WHIPTAIL LP CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 04/01/2016 Valuation: $0.00 Construction Type: NEW Entered By: JMA Reference #: CB153617 Plan Approved: 05/05/2016 PC #: Issued: 05/05/2016 Project Title: MULTIPLE CHANGES TO CB153617 Inspect Area: BLDG A Applicant: Owner: GREG SPON 858-500-4611 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $172.00 Total Payments To Date: $172.00 $0.00 $0.00 $172.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE- Reese take NOTICE that approval of your project includes the 'hipositith ci fees, dedications, reservations, or other exactions hereafter collectively referred toes 'Feeslexacijans." You have 90 days from the date this pemt was issued to protest irrposition of these fe&exaciians. If you protest them, you mist foIlthe protest procedures set forth in Coveirnent Code Section 66020(a), and file the protest and any other req..ired inforrratia, with the City Pfonager for processing in aca,rriance with Carlsbad MAcipel Code Sedan 3030. Failure to tindy fdlow that procedure will bar any sibseqent legal action to attadc, review, set aside void, or annul their irrpositbn. You are hereby FURTHER NO11 FlED that you right to protest the specified fees/exadions DOES NOT APPLY to water and sexer cx,nnedion fees and capacity dianges, nor planning, zoning, grading or other simlar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions ofhith you have previously been aiven a NOTICE sinilar to this, or as to which the statute of lirritations has ore4aatv otherwise erdred. (city of Carlsbad PLAN CHECK REVISION. Development Services APPLICATION 16 Building Division 35 Faraday Avenue B-15 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Original Plan Check No. Project Address Date Contact ~'oL1 Ph Fax Email JPe.7 & Contact Address . Ciry ee Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Vplans LI Calculations fl Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets -r-F1 Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? U Yes No Does this revision affect any fire related issues? U Yes No Is this a complete set? Yes fl No Signature 1635 Faraday Avenue, Carlsbad, CA 92008 th: 760-602- 2719 E. 760-602-8558Email: building@carlsbadca.gov wwwcarlsbadcagov EsGil Corporation In (Partners/hp wit/i governmentforBui(iing Safety DATE: 04/2712016 U APPLICANT ±4IS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 15-3617 (PCR16-061). SET: II Rev.I PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' PROJECT NAME: Office/ Warehouse Commercial Shell Building 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. El 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. LII 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 contacte_... - ?Pe Telephone #: Date contacted: -> (b) Email: Mail Telephone Fax Ison REMARKS: Landscape plans, previously included for reference only, were not included in the revised plan set. By: Dwight Ashman Enclosures: EsGil Corporation E GA El EJ El MB 1=1 PC 04/2012016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 WARE MALCOMB Leading Design for Commercial Real Estate architecture planning interiors graphics site development PLAN CHECK CLARIFICATION Date: 04/19/2016 Project Name: Carlsbad Oaks Lot 13 Building A To: Esgil Corp. Project No.: SDG14-0051-00 Dwight Ashman From: Doug Grant Subject: Structural Comments Plan Check 15-3617 (PCR16-061) No.: The following corrections for the above referenced project were completed and can be located as indicated: CORRECTIONS: Structural: N/A Please see the attached supplemental structural caics. Please see the following updated drawings A2.1a - Added Dimensions to Wood Stair #3 A2.1c - Added Dimensions to Wood Stair #5, Added Similar Call-Out A7.1 - Added keynote #227 "Stair landing bearing wall per structural', Located wood stair landing bearing walls in Enlarged First Floor Plan - Stair 2 & Section - Stair 2. A7.2 - Added keynote #227 'Stair landing bearing wall per structural" Located wood stair landing bearing walls in Enlarged First Floor Plan - Stair 7 & Section Stair 7. S2.OA 'Updated Structural Sheet' S2.1 "Updated Structural Sheet" S7.3 "New Structural Wood Stair Detail Sheet." waremalcomh.com 6363 greenwich drive suite 175 san diego. california 92122 p 858.638.7277 f 858.638.7506 H:\Jobsl4\Jolwi Hancock Real Estate- San Dicgo\SDC14-6060-OO_Spreadtruin\Admjn\BujldDepart\p1903 Responses - STRUCT_08.27 2014.docx Page 1 WISEMAN+ROHY STRUCTURAL ENGINEERS April 18, 2016 Dwight Ashman Esgil Corporation 9320 Chesapeake Dr #208 San Diego, CA 92123 JAMES M. WISEMAN, S.E. PRINCIPAL STEVEN D. ROHY S.E. PRINCIPAL BRANDON J. DEEMS, S.E. ASSOCIATE PRINCIPAL STEVEN R. CROOK, S.E. ASSOCIATE RE: Carlsbad Oaks- Building A Plan Check Responses PC# 15-3617 (PCR16-061) The following are responses to the structural plan check comments dated April 12, 2016. These responses are submitted along with relevant structural sheets and a supplemental calculation packet. The structural calculation for the perimeter Wi 8x35 can be found on supplemental calculation page 1.. The steel stairs are deferred submittals. Calculations for the wood stairs can be found on supplemental calculation pages 2-6. Please feel free to contact our office if you have any further questions. Sincerely, WISEMAN + ROHY Structural Engineers Michael Sims, PE 9915 MIRA MESA BLVD., SUITE 200- SAN DIEGO, CA 92131 • TEL 858 536 5166 FAX 858 536 5163 . WWW.WRENGINEERS.COM EsGil Corporation In a'artnersllip witfi government for tBuiWing Safety DATE: 04112/2016 U APPLICANT "JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 15-3617 (PCR16-061) SET: I Rev.I PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' PROJECT NAME: Office/ Warehouse Commercial Shell Building IjjjjI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's, codes when minor deficiencies identified below are resolved and checked by building department staff. 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: Ware Malcomb Architects, Att'n: Gregory Spon j 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: Gregory Spon pate c7 T, acted:4j !Z.- (by:"t)_- Email VIaiI Iephone Fax In Person III REMARKS: By: Dwight Ashman EsGil Corporation ZGA ZEJDMB [:1 PC Telephone #: (858) 638-7277 gsponwaremalcomb.com Enclosures: 04/04/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 15-3617 (PCR16-061) 04/12/2016 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-3617 (PCR16-061) JURISDICTION: Carlsbad OCCUPANCY: B, S-i USE: Office! warehouse TYPE OF CONSTRUCTION: III B ACTUAL AREA: 110,730 ALLOWABLE FLOOR AREA: unlimited STORIES: Two I HEIGHT: 40 ft SPRINKLERS?: Yes OCCUPANT LOAD: 340 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/5/2015 DATE PLANS RECEIVED BY ESGIL CORPORATION: 04/04/2016 PLAN REVIEWER: Dwight Ashman FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of 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 2013 CBC, which adopts the 2012 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 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-3617 (PCR16-061) 04/12/2016 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: I. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Please provide revised structural calculations for the curtain wall alterations. As shown in details 2/A6.1, 14/A8.2 & 13/S7.1; the trusses, which were previously supported byW27X84, now bear on the WI 8X35 beam. Please justify. Please provide complete design for the altered stairways. Architectural details state "Per Structural," but no framing provided on structural sheets. Structural sheets state "Stair stringer by others." . ADDITIONAL To speed up the review process, please 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. 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: U Yes U No 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 Dwight Ashman at Esgil Corporation. Thank you. Carlsbad 15-3617 (PCR16-061) 04/12/2016 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 (PCR16- 061) PREPARED BY: Dwight Ashman DATE: 11/5/2015 BUILDING ADDRESS: 2870 Whiptail Loop, Bldg 'A' BUILDING OCCUPANCY: B, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Plan Revision Air Conditioning Fire Sprinklers TOTAL VALUE j Jurisdiction Code ICB IBy Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review El Repetitive Fee El Other Repeats Hourly EsGil Fee * Based on hourly rate Comments: Plan Revision, hourly. E] Structural Only 2 Hrs.@ $86.00 I $172.00I Sheet I of I macvalue.doc + CITY OF CARLSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division APPROVAL 1635 Faraday Avenue (760) 602-4610 P29 www.carlsbadca.&ov DATE: 4/6/16 PROJECT NAME: Carlsbad Oaks N Lot 13 PROJECT ID: SDP 15-10 PLAN CHECK NO: PCR 1661 SET#: ADDRESS: 2870 Whiptall Lp APN: 209-120-10 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required D Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Greg Spon For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov ChristoDher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carIsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.WonE@carlsbadca.gov Chris Garcia 760-602-4622 [1] Linda Ontiveros Dominic Fieri ChrisGarcia@carlsbadca.gov 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Minor revisions still consistent with approved SDP 15-10. WISEMAN+ROHY STRUCTURAL ENGINEERS STRUCTURAL SUPPLEMENTARY - CALCULATIONS FOR Carlsbad Oaks- Building A 9915 Mira Mesa Blvd. TEL. (858) 536-5166 Carlsbad, CA April 18, 2016 W+R Job #15-014 ESSIO CD 4341 EXP. 12-31.17 i-n OF Wi Suite 200 WRENGINEERS.COM San feg"oAllb 6I FAX. (858) 536-5163 CE5 1 T %ri I H 411. :Z,5i Oil .1 1L i.2-Oc.o1( 1+ --H-"- -- H WISEMAN+IROHY STRUCTURAL ENGINEERS BY 415 DATE 1/i R/ PROJECT _OMFcS SHEET NO. I OF t - - JOB NO. /c—oH l_ ________ •1 ¶MKI BY &it NTE PRWECT — —7A 3 Company : Wiseman + Rohy Structural Engineers Apr 18,M 2016 Designer : MS 11:53A OIIIRISAs. Job Number : 15-014 Checked By Model Name : Typ Stair Stringer Wood Section Sets Label Shape Type Design List Material Design Rules A 0n21 1(90,270) [...l (0,180)11.. 1 1 I NDSI 2X8 J Beam I Rectangular I DF Larch I Typical I 10.875 I 2.039 I 47.635 Wood Material Properties Label Type Database Species Grade Cm Emod Nu Ther... Densik... 1 OF Larch I Solid Sawn VisuallyGraded Douglas Fir-Larch I No.1 I I 1 I .3 I .3 .035 Design Size and Code Check Parameters Label Max Depthlinl Min Deith[in1 Max Widthfin] Mm Width[in] Max Bending Chk Max Shear Chk I I I Typical Joint Coordinates and Temperatures Joint Boundary Conditions l2:. .N2 I Reaction 'Ri~ction I 1. Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules I I Ml NI I N2 I NDSI I Beam I Rectangular I DF Larch I Typical Wood Design Parameters Label Shape Lengt... Le-out[ft] Le-in[it] le-bend toplfU le-bend bot[ft] K-out K-in CV Cr Out s... In sway I I I Ml I NDSI 113.0381 0 I 1 Lb out I Yes Joint Loads and Enforced Displacements Joint Label L.D,M Direction Magnitudel(Ib,k-ft), (in,rad), (Ib*s 2lft, lb*... No Data to Print ... Member Point Loads Member Label Direction Magnitude[lb.k-ft] LocationFft,%1 No Data to Print ... RISA-2D Version 15.0.0 [\...\...\...\...\...\.......\Typ Stair Stringer.1-2d] Page 1 111RIZI Company : Wiseman + R1, StructuralEngineers Apr 18, 2016 Designer : MS 11:53 AM Job Number : 15-014 Checked Model Name : Typ Stair Stringer Member Distributed Loads (BLC 1: Dead Load) Member Distributed Loads (BL C 5: Live Load) Member Label Direction Start Magnit.. End Maqnitud1lbfftF1 Start Location[ft,%1 End Location[ft,%1 I I I Ml I Y 1 -67 I -67 1 0 I 0 Basic Load Cases RI ( fl,.,ir+i,,n ('itnnru V (r,ih, V rrnwihy Anint Pnint flitrihiit1 1 I Dead Load DL I 2 Roof Lmve RLL 7177 3 Wind Load WL 4 . Seismic, . EL .., . .. 5 Live Load LL Load Combinations Descriotion Solve P... SRSS BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... ___ Joint Reactions Joint Label X Pb] ZJL_ -LC 1 1 NI 0 . 82.424 0 2 1 N2 .:0;. .424.:: . 0 3 1 Totals: 0 164.848 4 1 :. X:5.5 _5 ...... 5 2 N 1 0 c436.787 6 2 N2 . 0 43&Thf 0 7 2 Totals: 0 873.573 X:5.5 9 3 Ni 0 519.21 0 10 3 42 . 0 . 519.21 0 11 3 Totals: 0 1038.421 2 3 -- _QOG_(ft) - ..X:5.5 7i5.5 Joint Deflections LC Joint Label X Rn1 Y n] Rotation [tad] 1 1 NI I 0 0 -1.752e-3 2 1 N2 1 0 0 1 1.7 52e-3 RISA-2D Version 15.0.0 [\...\...\...\...\...\...\...\Typ Stair Stringer.r2d] Page 2 4 5 II Company : Wiseman + Rohy Structural Engineers Apr 18, 2016 Designer : MS 11:53AM Q IRIS Job Number : 15-014 Checked By._ Model Name : TypStair Stringer Joint Deflections (Continued) I ( lfl;n I kI V 3 2 Ni 0 0 0 I 9283e-3 5 . 3 NI 0 0 .-9.283e-3 -I.I03e-2 6 3 N2-: 777Z77777 0 ii 1103e-2 --LC Member Label. Sec AdaiJ Sheartib] Moment[k-01,_ Ml - I. 1 44.251 - 69.538 0 . 1 2 _22i26F 34769 3 3 0 0 -.227 -22.126 -34.769 5 _______________ 5 -44.251 -69.538 0 6 2 Ml 1 234.5 :77777777 -: 0 7 2 117.25 184.25 -.901 9 4 -117.25 -184.25 -.901 234.5_...J..:368.5 119 3 Mi 1 278.751 ' 438.038 0 12 2 139.37 219.019 .071 131 3 0 0 -1.428 14 4 -139.376 - -210.019:..-i 071 JL - -278.751 -438.038 6— Member Section Deflections LU Member Label Sec x n1 y (in] (n) LIy Ratio Mi I 1 0 0 --- - NC 2 0 -.061 2563.818 - ._......._L_3 0 .. 1826J2__.. 4. . 4 0 -.061 .2563.818 5 5 0 0 NC 7 2 0 -.323 483.805 11 3 M.I. 1 0 0 NC 2 0________- 4 407.002 77 0 289.989 4 0 _-.384._ 407.002. I 0 0 ... . ..NC Member Wood Code Checks I ( Mmhr Rhmna I ir. Mw I rr.rf41 cm I n,.rffl 'rin +'rfr,,;1 hI[,,,fl 00 i-i flo -11 .167 1 1.242 1 I a 2 5'.P9_jT38_.846 LLi1 NFI 1___2X8_____I_.795 2X816.655L336I13.038876 I6.55....282113.038_.876 _.81 ,1.38t8 ___ Eff _0 _i1.5561 C) RISA-21D Version 15.0.0 [\...\...\...\......\...\...\Typ Stair Stringer.r2d] Page 3 t—o1e4 t.• .qr Lfl(A _ H A c1 . I 459 - psi T PV I t -- f" rv c I-og I • . -.------t--•--------.-.--.---.- / % - b Llnop 'tz i9q ( )_f :"- • SEE MORE REVISIONS SCANNED SEPARATLY pc.,cz t lo<001 P0R I lo l t3 p c..R. \ l,,, l 40 PU<..t0 ISi 1