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Home My WebLink About1896 RUTHERFORD RD; ; CB962317; PermitBU IL DING -Pt R_M IT 01/30/9'1,· t-3; 3 5 Page 1 of. 1 ,Job Address t 1896 RUTI-IERFORD RD Permit Type: INDUSTRIAL TENANT IMPROVEMENT Parcel No: 212-120-30-00 Valuation: 1,031,800 Lo.t#.: Occupancy Group: B Reference#: Desciiption: rI-38,500 SF,BIOMED OFFICES, : LAB & 1400 SF ADDITION Permit No: CB962317 Project No:.A960J308 .Development No:. PP:ROVAL INSP • ....,..__ DATE W1 CLEARANCE ____ _ CITY OF CARLSBAD 2075 Las Palmas Dr;, Carlsbad, CA 9l009 (619)'438-1161 , PERMIT APPIJCATION PLAN CHECK NO. q 0 :}.__3 / City of Carlsbad Building Department FSf. VAL /, bO l. 0([() 2075 Las ·Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PRltMIT TYPE PIAN CK DEPOSIT , ----------= VAIID.BY_...,.,_F---.,...,, __ _..,'-'--- From Llst 1 (see back) give code of Permit-~: ~k __ rJ ___ _., _______ _ DATE For Residential Projects Only: From Llst 2 (see back) give r Code of Structure-Type:----,------------------------1.375 12/06/96 C-001 01 02 /SIS CI1Y STATE ZIP CODE DAY TELEPHONE CI1Y CI1Y STATE ZIP CODE DAY TELEPHONE Workers' Compensauon Declaration: I hereby affirm that I have acerubcate of consent to self-msure issued by the Director of lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). POIJCY No.QrJ 11 2,3, lo I EXPIRATION DATE SIGNATURE DATE s. bWNEll-BOllDEll DECI.ARAtloN D D D uwner-.1muaer vec1arauon: I hereby affirm that I am exempt from the Contractor's-tlcense Law for the foliowmg 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 sale (Sec. 7044, Business and Professions Code: The Contractor's Llcense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed _contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon,·and contracts for such projects with contractor(s) licensed pursuant to the Contractor's Llcense Law). I am exempt under Section _______ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or Gounty 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 Llcense Law (Chapter 9, commencing 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 [$500]). SIGNATIJRE DATE COMPLETE 1'Hls SECTION FOR NON-RESIDENTIAL BOILDING PER;MITS ONLY: ... _ .... _ I;.,.,, Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanper Hazardous Substance Account Act? DYES ONO Is the applicant or future building occupant requ,ired to obtain a permit from the air pollution control district or air qualify management district? D~ 000 . Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES D NO IF ANY OF TIIE ANSWERS ARE YF.S, A FINAL CERTIFICATE OF ocx::uJ>ANCY MAY NOT BE I$S1JED AFTER JULY 1, 1989 UNLESS TIIE APPIJCANT HAS MET OR IS MEETING TIIE RF.QUJREMENTS OF TIIE OFFICE OF EMERGENCY SERVICFS AND TIIE Aill POILUTION OON1ROL DISTRICT. 9. wNS'IR0CnON .t.EtmING AGENCY -- I hereby affirm that there 1s a construcuon lendmg agency for the performance of the work for which this permit 1s issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS 10. APPIJCAN I CERl1F1CA:110N I certify that I have read the apphcauon and state that the above mformat1on 1s correct. I agree to comply with all Cny ordmances and State laws relating to builqing construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purp.oses. I AISO AGREE TO SAVE INDEMNIFY AND KEEP HARMLllSS TIIE CITY OF CARLSBAD AGAINSf AIL IJABIIITIFS, JUDGMENTS, OOSI'S AND EXPEN~ WlllCH MAY IN ANY WAY ACCRUE AGAINSf SAID Cl1Y IN OONSEQUENCE OF TIIE GRANTING OF TIIlS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. CITY OF CARLSBAD INSPECTION REQUEST PERMIT#--CB9G2317 FOR 05/14/97 DESCRIPTION: TI-38,500 SF,B!OMED OFFICES, L,AB & 1400 SF ADDITION TYPE: ITI JOB ADDRESS: 1896 RUTHERFORD RD · APPLICANT: PACIFIC CORNERSTONE ARCHITECTS CONTRACTOR: OWN·ER: REMARKS: RS/RON/990-6066 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS--PERMIT# GR960014 S'.E:960060 WM960002 WM960003 FS960018 AS960072 SE970002 AS970003 FA9700.02 CB962363 RW960233 TYPE GRADING swow WMETER WMETER FIXSYS ASC swow ASC FALARM PLUM ROW STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED INSPECTOR AREA TP PLANCK# CB962317 OCC GRP B CONSTR. TYPE VN LOT: CD LVL OESCRIPTION ACT CO:r,u1ENTS 19 ST Final Structural 29 PL Finai Piumbing 39 EL Final Electrical 49 ME Final Mechanical A/1 ------'---------f -_ ---- -----------'-~----------------------------------'------------------,-------------------'-------------------------------- DATE 04·0397 040297 032597 032597 032597 032597 031497 031497 0313.97 031297 031297 031297 031297 030697 030697 0306.97 ***** INSPECTION HISTORY***** DES.CRIPTION Fi.nal Combo Final Combo Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Rough/Ducts/Dampers Rough/Ducts/Dampers Final Combo Final Combo Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Welding · Rough Electric Rough/Ducts/Dampers ACT co co AP AP AP AP PI co CA AP AP AP AP AP AP AP INSP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP COMMENTS NOT COMPLETE T-BAR@ LAB,MAINT & SHOPS CEIL@ LAB, MAINT & SHOPS CEIL LITES@ LAB, MAINT& SHOP DUCTS@ LAB, MAINT & SHOPS SEE JOB CARD P~R OFFICE 1 HR CURR@ SEND & T-BAR PATCHING@ 1 HR WALL CEIL LITES@ 1 HR CORR DUCTS@ 1 HR CORR T-BAR GRID SOUTH END OFFICES CEIL LITES SOUTH END OFFICES DUCTS SOUTH END OFFICES CITY OF C.ARLSBAD INSPECTION REQUEST PERMIT#~CB962317 FOR 05/14/97 DESCRIPTION: TI-38, 500 SF, BIOMED OFF-ICES, TYPE: ITI JOB ADPRESS: LAB & 1400 SF ADDITION 1896 RUTHERFORD RD STE: INSPECTOR AREA TP PLANCK# CB962317 OCC GRP B CONSTR. TYPE VN LOT: ***** INSPECTION HISTORY***** DATE 030697 030697 030397 0303.97 -030397 030397 022797 022797 022697 022597 042197 022197 021$97 021297 021197 021197 021197 021197 020797 0203.97 02-0397 020397 020397 013l,.97 013197 0133,.97 DESCRIPTION Frame/Steel/Bolting/Welding Rough/Ducts/Dampers Rough E-ledtric Fram~/Steel/Bolting/Welding Rough/';ropout ;Rough/Ducts/Dampers Rough/Ducts/Dampers Rough/Ducts/Dampers Rough/Ducts/Dampers Rough Elect:ric Rough/Ducts/Dampers Const. Service/Agricultural Ftg/Foundation/Piers Frame/Steel/Bolting/Welding . Frame/Steel/Bolting/Welding Rough Electric Ftg/Foundation/Piers Ftg/Fotindation/Piers Frame/Steel/Bolting/Welding Frame/Steel/Bolting/Welding. Gas/Test/Repairs Rough/Topout Rough Elect:ric Ftg/Founda:tiol'l/Piers Frame/Steel/Bolting/Welding Rough Electric ACT INSP CO TP AP TP AP TP PA TP AP TP AP TP PA TP PI TP PI TP CO TP PI TP PI 'l'P AP 'i'P PA TP AP TP AP TP AP TP AP TP NS TI? PA TP AP TP AP TP PA TP AP TP J;>A TP PA TP COMMENTS 1 HR PENT CAULK NOT COMPLETE FIRE DAMPERS CEIL LITES WEST END T-BAR CEIL WEST END MISC PLMB@ CEIL DUCTS,UNIT HD OUTS WEST END GEN WALK THRU OFF DUCTS EXHST,DUST SYSTEMS (DUCTS) NOT COMPLETE MAIN GEAR QUESTIONS SEO CLRN TRK DOCK SLAB & RAISE PLATFRM HIGH WALLS@ LAB RMS WALLS DRY PCK/SLAB PREP@CLMN FTNS MISSED INSP NOTICIED CONT WALLS MED PSI 60 LB 20 MIN TEST WALLS 7 PIERS OFFICES,HIGH WALL 1 HR WLLS OFFICES,HIGH WALL 1 HR WLLS FINAL BUILDING INSPECTkON DEPT: BUILDING ENGINEERING \EIRE) PLANNING U/M WATER PLAN CHECK#: CB962317 PERMIT#: CB962317 PROJECT NAME: TI-38,500 SF,BIOMED OFFICES, LAB & 1400 SF ADDITION ADDRESS : t_ 1.a~i6-RU-TH-ERFORI:! E_Q__ 1 CONTACT PERSON/PHONE#: RS/BOB/431-9110/LATE PM PLEASE SEWER DIST: CA WATER DIST: CA INSPECT-f!D 4. BY: (,I;.}~, INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: qjc;1 APPROVED APPROVED APPROVED DATE: 04/02/97 PERMIT TYPE: ITI By _k.-DISAPPROVED DISAPPROVED DISAPPROVED , \ ISIS PHARMACEUTICALS December 30, 1996 Patricia M. Lowenstam Vice President Human Resources David Yao Colleen Balch Esgi1 Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 City of Carlsbad -Fire Department 2560 Orion Way Carlsbad, CA 92008 Subject: . Isis Pharmaceuticals Plan Check #CB 96 23171 1896 Rutherford Road In response to Esgils Plan Check comment Number 31, Isis Pharmaceuticals, Inc. is aware of all the requirements of the Technical Report prepared by Eriksen-Rattan Associates, Inc., dated October 05, 1996 and our operation will comply with the requirements in the Report. In resp?:tj$.e_tcj:{h~'~1t:7'.9(~arlsbad, Fire Department Plan Check comments, the (ollowipg11s1:ts>iil~f'~l?P]~:·--·Isis will have a minimal amount of warehouse storage. Isis will not-st6re'-any' plastics higher than six feet in height and the following list of items. will .. _11.p_t. be stored any higher than twelve feet high. , Accounting Record ih boxes • Used Lab Equipment • . Computer, Etc. • Air Filters for HV AC Systems (900 Tons) • Custodial Supplies • Safety ·Equipment·;. Fire Extinguishers, First Aid Supplies • Office· Supplies. · Please phone Steve Harrison (753-2824) with any questions or comments. Sincerely, l:'at :Lo_w:F~t~~!~ ... : .. :.-.-''. ~,/·~· .. : ;·,. cc:'~ .. ··_·_; R.Ph: G6fa.o~/tsis~ · · · :_:_.: .. ?t .:: :·· : . :: · '.: ... : · .... .-. :·_<;.s1:~ve·"'J-1a:rrisori1rttc. ··_:'.·: __ :_ .'!: _.-.;·:\. : ',·~ ·. Sekn Tracy /PcA'· · ' ' .. , --· .. . . ... '·' ... ~ Carlsbad Research Center 2292 Faraday Avenue Carlsbad, CA 92008 619 • 603 • 2303 619 • 931 • 9200 FAX 619 • 931 • 9639 Internet: plowenstam@isisph.com , \ ISIS PHARMACEUTICALS Mike Peterson City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 Isis Pharmaceuticals Patricia M. Lowenstam Vice President Human Resources March 5, 1997 Subject: 1896 Rutherford Road~ Lot 46 Dear Mike Isis Pharmaceuticals, fuc. will occupy the office area only on March 14, 1997. Al;>solutely no chemicals will be brought into the building, and the vivarium and the lab will not be occupied until final occupancy is approved by the City of Carlsbad and the Fire Department of Carlsbad. Bob Ballard, DPR Patricia Lowenstam Vice President, Human Resources cc: Tim Phillips/City of Carlsbad Colleen Balch/City of Carlsbad Carlsbad Research Center 2292 Faraday Avenue Carlsbad, CA 92008 619 • 603 • 2303 619 • 931 • 9200 FAX 619 • 931 • 9639 Internet: plowenstam@isisph.com t \ ISIS PHARMACEUTICALS March 3, 1997 Mike Peterson City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 Subject: Isis Pharmaceuticals 1896 Rutherford Road -Lot 46 \· Dear Mike, Per our conversations regarding the Isis Pharmaceuticals tenant improvement, the following is our intention for a partial occupancy of the office area only. On February 27, 1997, SDG&E set the electric meter and locked it off. By March 6, 1997 all life safety in the office area will be completed. By March 11, 1997 all systems :furniture will be completed along with all caipet and ceiling tiles. Isis plans to begin moving in on March 14, 1997 in the office area only. The first day of business will be March 18, 1997. The vivarium and lab areas will be completed by March 21, 1997. Numerous pieces of equipment (i.e. Autoclaves, glass washers, cage washers) will be installed after the March 21, 1997 completion. Isis would not expect to occupy the vivarium and lab areas until after the City of Carlsbad completely signs off for final occupancy. Sincerely, . SON COMP ANY I Cc: Tim Phillips/City of Carlsbad Colleen Balch/City of Carlsbad B.ob Ballard/DPR ISIS PHARMACEUTICALS ~~G-~ ~-~-~ l. Ron Gordon Operations Manager Carlsbad Research Center 2292 Faraday Ave;_;_ue Carlsbad, CA 92008 619 • 931 • 9200 FAX 619 • 931 • 9639 FAX TRANSMITTAL r• t.P~""('fi.1·· DATE:'f#~; -:'.:7:f' " ., . ' TIME: 1',;';7 FAX NO.; 1'P f;-t7!}1_4-JOB: /7i7"'kfL~ FROM: 8810 Rehco Road, #C, San Diego, CA 9212111 (619)677-9880 • Fax (619)677-9886 7?-tff"Y /'Pf~ . /vt..7 ?§ft:~13),e,'1,::,,,., .eif.>~z:: /41A.'JIJ75D 'f? t/g.-&vtt?£t/~ ~p ,.-. DISTRIBUTION: Name Company Fax# Name Company Fax# Name Company Fax# TOTAL NO. OF l'AGES TRANSMITTED INCLUDING COVER SHEET =-----........... -~---~ C c::=:::::::::> i~' ' -~2 -2V:;'' '-r2·· ~/ V' <:;> 'V' ~ vwr I ~-__,; Cl.EAN. LA6 I • J _,,J &2::i ..r. OF ·a· OCCUPANCT I ' ·; 48'-0' I = I 'I I I I . -£::E---··--., c:J ! ' f l~ ,r==: 1=a.==---: t ~~. ;~~, ,.t __ J/\ l 11 :li_J. I I I I ii-· m-.L--.r~- \ \ ! 11 , • t ~~AS$_ :--EQUIPMEl\'T "7 . \ . '.: ~:..: -ROCT1\3il , I , .. I ,,....~--:-=. : : :11 :: : : . '/ ·: \' ' ---\ ,ll ! . ell : . -i-'-'-L---. 1 ·11;. , ·· '--/i -·--1+---------t-~ • -t ~ Ii ._ ~~~ ~o ; i4B'-0' ' (K) \._/ CLEAN LAS 2.100 t.t. OF •e• OCOJPANC'Y" ----iOCOUP.AMT LO.AO: 21£'t> ,.r. • 1 OCCt !ff • 21 ace E><rTING, ONE EXlt Dffii!E~TL Y TO EXTE~OR FUTURE / 1EN~CE ~ I ·il1 /, '111----:---===.J !i -ONE HOUR ENCLOSURE _L ~(:EXIT · r7 --r·~; ,,.Jl ,,;j is occ, r,= --n-i bf JJ w:.t ~ j 1 r+,.,J-II_ -t=._.---n L~ .,,, i 1 .J-~.a,J ;b · I """ ii r; rs:,;. ----Ml,Ji1() i . r,,t------------------i I. . 2075 Las Palrnas Dr. Carlsbad. CA 92009 Fax To: . Sean Tracy Fax: 677-9886 Phone:677-9880 Re: ISIS Exiting . Carlsbad Building Department From: Patrick Kelley . . Pag,es: 1 . Date:. January 28, 1997 CC: Plan Check File D Urgent D For Review D Please Comment D Please Reply D Please Recycle • Comments: Your proposal looks OK. Please incorporate the changes into the plans being processed at EsGil by slip sheeting the appropriate pages into the plans. Thanks j ' EsGU Corporation Ptofessiona{ Pfan !9.!view 'Engineers i / DATE: 1/30/97, JURISDICTION.: Carlsbad PLAN CHECK NO.: 96-2317 ( - PROJECJ f,DDRESS: 1896 R'1therford Road PROJECT NAME: Isis Pharmaceuticals SET: III CANT . REVIEWER [J FILE i::gi-The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when-minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected anti 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: D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sean Tracy Date contacted: 1 /30 (by: DY) Mail T~lephone Fax In Person Telephone#: walk-in Fax#: C8J REMARKS: The,applicant hand carried the approved plan back to the city.(O.K.Per Mike) By: David Yao Enclosures: Esgil Corpo"ration D GA D CM D EJ D PC 1l27 trnsmtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGi.l Corporation Professional Plan ~vi~w 'Engineers DATE: 1/24/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2317 PROJECT ADDRESS: 1896 Rutherford Road PROJECT NAME: Isis Pharmac~uticals SET:11 ~ANT JURIS:-=) 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ,.,.,.,.,.,.,.,.,.,. codes when minor deficlencies 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. [:gl The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until c·orrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [:gl Tne applicant's copy 9f the check list has been fax to: Sean Tracy 677 -9886 rgi· Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advi$e the. applicant that the plan check has been completed. · Person contacted: Telephone #: Date contacted: I /2-c.f/c:r-J (by: P'-) Fax #: Mail Telephone Fax v In Person ' D ' REMARKS: ·By: David Yao Enclosures: Esgil Corporation D GA D CM D EJ [] PC 1/15 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 96-2317 II 1/24/97 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1896 Rutherford Road DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/15 REVIEWED_ BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 96-2317 SET: II DATE RECHECK COMPLETED: 1/24/97 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 19.94 Uniform Building Code, the approval of the plans does not permit the. violation of any state, county or city law. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438- 11-61 ~ 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,.(619) 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. A To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. · · B. The foUowing items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of Carlsbad 96-2317 II 1/24/97 the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items . .. C; Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting .from this list? ClYes ClNo Carlsbad 96-2317 II 1/24/97 10. Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. Show compliance (corridor 140,141 serve more than 30 occupants). 11. Exit corridors shall not be interrupted by iriterven'ing rooms. Foyers, lobbies or reception rooms con$tructed as for corridors shall not be construed as intervening rooms. Section 1005.1.(corridor 140 was interrupted by the open office(124)). 12. One-hour fire-rated corridors shall have interior door openings protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1005.8.1. 13. Duct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713.1 O and 713.11. 14. Fire rated corridors are not to be used to convey air to or from-rooms. UMC Section 601.1.1. 15. Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all.-. _ floor, walls, roof and all penetrations. Section 1005. 7. 16. Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 1005. 7. 17. ·1f a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the room. The door. cannot be undercut, .nor can a -· lou_ver in the c:loot be_provided. Se_ction 1005.8.1. 22. When special inspection is .. required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. 26. Provide framing plan and footing for the roof structure between grid K-L and 3-4. Provide calculation to justify it. Check with city for defer apprpval of the awing structure . • • I On the cover sheet of the plans, specify any items that will have a deferred submittal (awing, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and ,Carlsbad 96-2317 II . 1/.24/97 forward them to the building official with a notation indicating that the deferred . submittal documents have been reviewed and that they have been found to be in general eonformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the buildihg official." DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS 2. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 11178.5. Note 12 at door and window notes on sheet T-2 is not complete. 3. Provide a note on the plans stating that the signage requirements of Section 11178.5 will be satisfied. · Note 13 at door and window notes on sheet T-2 is not available. If you have any questions regarding these items, please contact David Yao of _Esgil Corporation at (619) 560-1468. Thank you. ·+ PLUMBING; MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek • PLUMBING (1994 UNIFORM PLUMBING CODE) 3. The 645,000 Btu ir-idustrial water heater must be separated from the rest of the building with a one hour fire separation, as per UBC, Section 302.5. a) ___ . . The doors to the one hour fire rated boiler room must minimum one hour fire rated, Also, detail the required one hour fire rated floor over the boiler- room. Please correct. b) Detail how combustion air-is routed to boiler room without passing through construction requiring fire dampers. Correct the routing of the combustion air ducts. c) Detail required fire rated shafts around flue and around combustion air ·ducts. Correct sheet M-2 4. Detail the water heater flue (vent) termination's as per UPC, Section 517.0. Clearly show the disch~rge level of the flue is at lease 12 inches above the level of the top of the parapet wall. Carlsbad 96-2317 II 1/24/97 • MECHANICAL _(1994 UNIFORM MECHANICAL CODE) 9. On sheerA-19 clearly show the new mechanical vents (Louvers) are removal for access to the air handler units for replacement of the units without removing permanent construction. UMC, section 305.1 14. Correct Item# 21. of Section 2.0 of Att~chment A1 of the Technical Report by Eriksen-Rattan Associates Inc. The dusts are included in the exceptions for the concentration levels of flammables in UMC, Sections 502, & 505.1. Please list requirements for flammable dusts separately from flammable Vapors, Mists, and Flumes. 15. Please correct the note# 9 on sheet M-1. Provide smoke detection in supply air duct of ··air-moving system' for required shut-off for smoke control as per UMc,· Section 608 and also see Section 203. Note more than one HVAC unit may be in an 'air-moving system'. • ENERGY CONSERVATION 16. On the plans -clearly show the required R-11 wall insulation and R-19 roof insulation, as per the energy design. 17. Th9. __ MEC~-2 shows one of the HVAC ~oilers is a redundant back-up unit. Please detail boiler controls that will allow only one of the boilers to be on at any point of time. 18. Please correct the MECH-2 form for the Lab Heating (HVAC boilers, 8-1 & 8-2). The value for Section 3 line 8 should be , 1799.8 and the value for Section 3 line C should be 1,370.0. The values on the form are mixed-up. Please correct. 22. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Correct the light swit~hing for rooms # 169, 172 and 17 4. Title 24, · Part 6, Section 1.31 (c). 24. The ENV-1, part 2 of 2 is not imprinted on the plans and the dat~ is not in schedules on the plans. · Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. EsGII Corporation Professional Pfan $._e.vie.w 'E.ngi~e.rs DATE: 12/17/96 JURISDICTION: Carlsbad PLAN CHECK NO.: 96-2317 PROJECT ADDRESS: 1896 Rutherford Ro~d PROJECT NAME: Isis Pharamaceuticals SET:I D APPLICANT --:0:: JURIS ~ D FIRE D PLAN REVIEWER Cl FILE D The plans transmitted herewith have been corrected where necessary ar_1d substantially comply with the jurisdiction's*********** codes. D The plans transmitted herewith wi_ll substantially comply with the jurisdiction's """"""**** codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. cgi· 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. 1:8:] The applicant's copy of the check list has been sent to: Sean Tracy 8810 Rehco Road #C San Diego CA 92121 ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant th~t the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: D REMARKS: By: David Yao Enclosures: Esgil Corporation l)g1 GA :0 CM l)g1 EJ O PC 12/9 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ' .~·' ~'h. ' Carlsbad 96-2317 12117/96 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 96-2317 JURISDICTION: Carlsbad OCCUPANCY: B/S-1/F-1 · USE: offic,lab/storage/maintenance TYPE OF CONSTRUCTION: V-N ACTUAL AREA: 44,835 sf ALLOWABLE FLOOR AREA: 64000 sf STORIES: 2 HEIGH1: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/ 17 /96 FOREWORD (PLEASE Rl:AD): OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/9 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the Uniform 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 1994 UBC. 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. 106.4.3, 1994 Uniform 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. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 use) comforw.dot •,,-:··. Carlsbad 96-2317 12/17/96 • GENERAL 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. • PLANS 2.. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Occupancy Group B/S-1/F-1 + -Description of Use + Stories + Height + Floor Area 4. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 5. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. 6. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. • SITE PLAN 7. Provide a statement on the site plan stating: "All property lines, easements and bllildings, both existing and proposed, are shown on this site plan." • EXITS 8. Exit doors should swing in the direction of exit travel when serving any hazardous area or when the area served has an occupant load of 50 or more. Section 1004.2.(door 12-conference room?) Carlsbad 96-2317 12/17/96 9. Exit doors from Group A, E, H-I, H-2, H-3 and I occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter 1 0.(door 1 Oat 1inch room(172), door 12 at conference room(174)) •. CORRIDORS 10. Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. Show compliance (corridor 140,141 serve more than 30 occupants). 11. Exit corridors shall not be interrupted by intervening rooms. Foyers, lobbies or reception rooms constructed as for corridors shall not be construed as intervening rooms. Section 1005.1.(corridor 140 was interrupted by the open office(124)). 12. One-hour fire-rated corridors shall have interior door openings· protected by tight-fitting smoke and draft control assemblies rated 20 minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 713.2. Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 1005.8.1. 13. Ouct penetrations of fire-rated corridor construction shall have smoke and fire dampers per Sections 713.1 0 and T13.11. 14. Fire rated corridors are not to be used to convey air to or from rooms. UMC Section 601.1.1. 15. Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 1005. 7. 16. Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 1005. 7. 17. If a room with an exhaust fan has a door opening into a rated corridor, show how makeup air will be provided to the roorri. The door cannot be undercut, nor can a louver in the dqor be provided. Section 1005.8.1. 1 • FOUNDATION 18. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with USC Section 1804. Carlsbad 96-2317 12/17/96 19. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). 20. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the ihtent of the soils report." • FRAMING 21. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION FIELD WELDING HIGH-STRENGTH BOLTS EXPANSION/EPOXY ANCHORS PILES/CAISSONS DESIGNER-SPECIFIED OTHER REQUIRED? REMARKS 22. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. 23. The beam size for 82 is not specified on the framing plan. 24. Are all the columns TS12x12x1/2? Please clearly specify all the column sizes include the thickness on the plan. 25. Specify the ICBO approval number for the ceiling beams on the plan. 26. Provide framing plan and footing for the roof structure between grid K-L and 3-4. Provide calculation to justify it. Carlsbad 96-2317 12/17/96 • ·MISCELLANEOUS 27. Note on the plans that s1.:1spended ceilings shall comply with UBC Tables 25-A and 1-6-0. 28. Note on the plans that new water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American N~tional Standards Institute Standard A 1' 12.19.2. H & S Code, Section 17921.3(b ). 29. Urinals and associated flushometer valves, if any, shall use no more than one gallon per flush and shall meet performance standards established by the American National Standards Institute Standard A 112.19.2. H & S Code, Section 17921.3(b). • TITLE 24 DISABLED ACCESS 30. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. Please refer to the following corrections for mechanical, plumbing, energy and electrical items. • ADDITIONAL 31. Provide a letter from the Isis indicating that Isis is aware of all the requirements in the technical report and the operation will comply with the requirements in the report. · 32. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculati.on page, etc. 33. Please indicate here ·if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where .they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes-D No 34. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. Carlsbad 96-2317 12/17/96 + ELECTRICAL PLAN REVIEW + 1993 NEC + PLAN REVIEWER: Eric Jensen 1. The electric room 154 "clearance above equipment" and the air handler ducting appear to be in conflict. NEC 384-4 2. For the emergency generator system detail the neutral/bond connection location and conductor size on the load side of the generator. Also detail the required signage per NEC 700-8 (a) & (b) on the electrical. sheets (location of signs, verbage, size, etc.) 3. Provide ventilation for all of the transformer rooms. 4. Show the fault current available at and the AIC rating of the service feeder circuit breakers. 5. · Switchboard MCCM and panelboard M2 are shown as four wire, however the feeders to MCCM do not have a neutral feed. Show the neutral conductor (include sizing) on the single line. Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 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, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek 1. Each sheet of the plans must be signed by the licensed designer. 2. Correct the cross reference detail bubbles on the Mechanical and Plumbing plans. Bubbles show incorrect page numbers. 3. • PLUMBING (1994 UNIFORM PLUMBING CODE) The 645,000 Btu industrial w9ter heater must be separated from the rest of the building with a one hour fire separation, as per UBC, Section 302.5. a) Detail the required fire rated separations. Provide construction details. Carlsbad 96-2317 12/17/96 b) Detail h_ow combustion air is routed to boiler room without passing through construction requiring fire dampers. c) Detail required shafts for flue and combustion air ducts. 4. Detail the water heater flue (vent) termination's as per UPC, Section 517.0. 5. Detail the flue (vent) offsets, length, pitch, and clearances as per UPC, Section 516.0. Please correct. 6. Detail the backflow protection of water connection to Industrial water system (non-potable water). UPC, Section 603.3.11 7. Show haw lndus\rial water system complies with UPC, Section 603.3.11. Show signs at outlets and detail piping identification. • MECHANICAL (1994 UNIFORM MECHANICAL CODE) 8. Detail access and working clearances to HVAC equipment. 9. As per UMC, section 305.1 detail access to the air handler units for replacement of the units without removing permanent construction. 10. Detail the flue (vent) termination's for the HVAC boilers as per UMC, Section 806. 11. Detail the flue (vent) offsets, length, pitch, and clearances as per UMC, Section 805. 12. Clearly show the outside air intakes clearances for the air handlers above the Roof Screen over the Deionized Water System. Also show the clearances from the flues for the HVAC boilers. 13. Clearly note on the plans that Class I, II, or 11r-A liquids are used 'only within fume hoods or exhaust enclosures' as per the Technical Report. In Groups B, F, M, and S Occupancies, or portions thereof, where Class I, II, or Ill-A liquids are u.sed (in any amount), mechanical exhaust shall be provided sufficient to produce six air changes per hour. Such mechanical exhaust shall be taken from a point at or near the floor. UBC, Section 1207.5 14. Correct Item# 21. of Section 2.0 of.Attachment A1 of the Technical Report by Eriksen-Rattan Associates Inc. The dusts are included in the exceptions for the concentration levels of flammables in UMC, Sections 502, & 505.1. Please list requirements for flammable dusts separately from flammable Vapors, Mists, and Flumes. Carlsbad 96-2317 12/17/96 15. Provide smoke detection in supply air duct of 'air-moving system' for required · shut-.off for smoke control as per UMC, Section 608 and also see Section 203. Note more than one HVAC unit may be in an 'air-moving system'. • ENERGY CONSl=RVATION NOTE: Plans submitted after July t, 1995 must comply with the new energy standards. 16. On the plans clearly show the wall and rqof insulation locations, thickness, and R-values, as per the energy design. 1.7. The MECH-2 shows one of the HVAC Boilers is a redundant back-up unit. Please detail boiler controls that will allow only one of the boilers to be on at any point of time. 18. The MECH-2 form for the HVAC boilers show the boilers are over sized and not explained in section # 3 on the MECH-2 form. Please correct. 19. Provide Completed MECH-2 forms for each of the 20 heat pump units, to show energy compliance. 20. Complete the MECH-3 form. All of the data required to complete the MECH-3 form is not on sheet M-1. 21. The ENV-1 and MECH-1 forms show the conditioned floor area to be only 37,500 square feet. The LTG-1 and LTG-2 forms show the conditioned floor area to be 38,716 square feet. Please correct. 22. Show the daylit areas and required daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section 131 (c). 23. Clearly show the override controls for the automatic shut-off controls for lighting as per Title 24 Part 6 Section 131(d), asper the. Shut-Off controls override. If an automatic time switch control device is installed to comply with Section 131 (d)1. It shall incorporate an override switching device that: a) Is readily accessible; and b) Is located so that a person Using the device can see the lights or the area controlled by that switch, or so that the area being lit is annunciated; and c) Is manually operated; and d) Allows the lighting to remain on for no more than two hours when an override is initiated; and e) Controls an area not exceeding 5,000 square feet. Carlsbad 96-2317 12/17/96 EXCEPTION to Section 131 (d)2d): In malls and arcades, auditoriums, single tenant retail spaces, industrial facilities, and arenas, where captive- key override is utilized, override time may exceed 2 .hours. EXCEPTION to Section 131 (d)2e): In malls and arcades, auditoriums, single tenant retail spaces, industrial facilities, and arenas, the area controlled may not exceed 20,000 square feet. 24. The corrected, completed and signed ENV-1, L TG-1, and MECH-1 forms must be imprinted on the plans. Use the ENV-1, and MECH-1 forms dated Ju.ly 1995. Not December 1991. Note: If you have any questidns regarding this plan review list-please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS • SANITARY ·FACILITIES 1. Note that the doorways leading to sanitary facilities shall be identified, per Section 11158.5, as follows: a) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 11178.5.9. • GENERAL ACCESSIBILITY REQUIREMENTS • SIGNAGE 2. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 11178.5. 3. Provide a note on the plans stating that the signage requirements of Section 11178.5 will be satisfied. • COUNTERS AND TABLES 4. Where fixed or built-in tables, GOunters or seats are provided for the public, and in general employee areas, 5% (but never less than one) must be accessible. Section 11228.1. Carlsba.d 96-2317 12/17/96 5. The tops of tables and counters shall be 28" to 34" from the floor. Where a single counter contains more than one transaction station, such as a bank counter with multiple teller window or a -retail sales counter with multiple cash register stations, at least 5% (but never less than one of each type of station) sh_all be located at a section of counter that is at leas~ 36" long and no more than 28" to 34" high. Section 1 1'228.4. END OF DOCUMENT .... ·-..· Carlsbad 96-2317 12/17/96 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1896 Rutherford Road BUILDING OCCUPANCY: B./S-1/F-1 n1~10-· · ·-.. _ . ORTION BUILDING AREA (ft. 2) addition 1400 22 . Tl. 38500 26 , Air Conditioning Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: 96-2317 DATE: 12/17/96 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER . ($) 30,800.00 1,00:1,000.00 ' 1,031,800.00 [g] 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 3,603.50 [g] 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 2,342.28 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 1,873.82 Comments: Fire Services Review: D FireAlarm D Complete Review D. Suppression System D Other: Esgil Fire Services Review Fee: $ Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad M#ih·•ilt44iih·l·l4·iUll•,t401 BUILDING PLANCHECK CHECKLIST DATi=: IJ-/3-7e:, PLANCHECK NO.: BUILDINGADORESS: /£~ 1:g-~/!c/- PROJECT DESCRIPTION: j,~O ~-.. ASSESSOR'S PARQEL NUMBER: ;2/ .g -/;;/0 -6;?., cs9b;:u11 EST. VALUE: :t -' l:NGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based cm plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required priorto construction of the following improvements: ATTACHMENTS D Dedication Application 0 Dedication Checklist D Improvement Application D Improvement Checklist- D Future lmprovf)ment Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checkli~t and Information Sheet D Sewer Fee Information Sheet DENIAL Please see the· attached report of deficiencies marked wi;~VM'ake necessary corrections to plans or specifi~~·" for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: -------- . By: Date: -------- ENGINEERING DEPT. CONTACT PERSON Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 4315 A-4 I\LASPAI.MASISYS\LIBRARY\ENC3\WORDIDOCS\CHKLST\lkilding Pllncheck C1dlt BP0001 Fann MM.doc Rw.111211118 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576"• (619) 438-1161 • FAX (619) 438-0894 a BUfLDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow 8. Existing &. Proposed Structures C. Existing Street Improvements 2. Show on site plan: A. Drainage Patterns B. Existing & Proposed Slopes C. Existing Topography D. Property Lines Easements E. Easements F. Right-of-Way Width & Adjacent Streets 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent." [Per 1990 UBC 2907(d)5] 4. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Page 1 of4 G:ILIBRARYIENG\WORDIDOCS\CHKLST\lkilclng Pia~ Cldsl BP0001 Form MM.doc Rav. 8121/lle . \ \ / -·-- -, Cl. CJ BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 5. Project does not comply with the following Engineering Conditions of approval for Project No. __ __, ___________________ _ Conditions were complied with by: ________ _ Date: ---- DEDICATION REQUIREMENTS 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ _____ _ pursuant to Code Section 18.40.030. Dedication required as follows: __________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by: ___________ _ Date: ---- IMPROVEMENT REQUIREMENTS 7a. All needed public improvements upon and adjacent to the building si~e must be constructed at time of building· construction whenever the value of the construction exceeds$. ________ , pursuant to Code Section 18.40.040. Public improvements required as follows: _____________ _ Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, .appropriate securities posted and fees paid prior to issuance of permit. Attached please find an. application form and submittal checklist for the public improvement requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: _________ _ Date: ___ _ Page 2 of 4 G:ILIBRARYIENGIWORDIDOCS\CHKLST\Building P!!inchock Cl\111 ~P0001 Fonn MM.doc Rev. 8121/IHI • I \ ~-1--./ 1st.t Cl Cl Cl Cl Cl BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right~of-Way andl~r· private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: A separate Right-of-Way permit issued by the Engineering Department is required for the following: 10. A SEWER PERMIT is required concurrentwith the building permit issuance. The fee is noted in the fees section on the following page. 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: Cl 12. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. Page4 of 4 G:ILIBRARYIENG\WORDIOOCS\CHKLS'l\lkilclng --Cldll BP0001 Fomt Ml,l.doc Rev. 8121/lle ,( (J FAX TRANSMITTAL PROM: ARCHITECTS, INC. 8810 Rehco Road, #C, San Di o, CA 92121 • (619)677,9880 • Fax (619)677-9886 NOTE: -:ftfth~~. ~ /7/;f-./,,t::~ 1-ar~· Name company ~ax# Name Company Fax# TOTAL NO. OF PAGES TRANSMITTED INCLUDING COVER SHEET . ., 0 a BUILDING PLANCHECK CHECKLIST ' · 1'·,,.1· I ,/ ' . \ SITE PLAN ; !· I i -I . . : l f t. -~ : ; i • (:. 1. Provide a fully dimensioned site plan drawn to scale. ShQW: r .. : A. North Arrow o. Property Lines Easements B. Existing & Proposed Stn.tctures E. Easements C. Existing Street Improvements F. Right-<,f-Way Widti:J & Adjacent Streets 2, Show on. site plan: A. Drainage Patterns B. · Existing & Proposed Slopes C. Existing Topography · 3. Include note: "Surface water to be directed fl:tNSY from the builaing fot..mdation at a 2% gradient for no · tess than s• .or 2/3 the distance to the prcpsrty line (whichever is less)." [Per 1985 UBC 2907(d)5] on graded sites. the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent." [Per 1990 USC 2907(d)5J . ·4_ Include· on ·titfe .. sheet:. •' .. : ,' · .. •: . ' A. Site address B. Assessor's Parcel Number C. LegalDeseription . ~~~~, · F.o, commercial/indus~at .. ~u.ild~gs 1 and tenant i!'flproy~m~nt .. projects,. _include: JJI#~ P f). 1 1 existing sewer permits showing square footage of different us~s (manufacturing, µ,v-_ ·. .,J..J(j}?. total· building $quare foo~ge With the squa·re footage for· each 'different use,· ~-~ . · warehouse, offi~, etc..) previously approved. ' . . ~ f {fa EXISTING PERMIT NUMBER DESCRIPTION JP'') __ ....... "\ ________ ... --- .' i ENGINEERING DEPARTMENT ENGINEERING REV~EW SECTI.ON .~ FEE CALCULATION WORKSHEET ~stimate based on unconfirmed information from applicant.~ ~.A.;//,/,. D Calculation based on building pl~ncheck plan supmittal. r __ ..,, r-- Addcess, If u nd ~ f?D( Bldg. Pennlt No. C.6 9 {-, d-3 I z Prepared by: 122 .£J. J/1\-eate: ¼/9 7 Checked by: J Date: _______ _ EDU CALCULATIONS: List types and sq'uare footages for all uses. Types ,of Use: · ~ ~ · Sq. Ft/Units:_________ EDU's: __ Cf;_ .. _4---'---'2,_::-... __ ~ ~ ~otal EDU's: __ q_~_f....._._d:>,___. __ ADT CALCULATIONS: List types and square footages for all uses. l Types of Use: _ 0~f- FEES REQUIRED: ADT's: 407 Total ADT's 4-0 7 PUBLIC FACILITIE~ry.E REQUIRED ~ YES O NO (See Building Department for amount) WITHIN CFO: ~ YES (no bridge & thoroughfare fee, D NO reduced Traffic Impact Fee) ~K-IN-LIEU FEE PARK AREA: ____ _ FEE/UNIT: ___ --.-,... X NO. UNITS: __ _ ~.TRAFFIC IMPACT FEE A0T's/UNITS: 4-0 7 X FEE/ADT: . o{ d--, ~iDGE AND THQROUGHFARE FEE ADT's/UNITS: ________ _ X FEE/ADT: ______ _ =$ LJ =$ ??, 054- j r::, =$ JI]~. FACILITIES MANAGEMENT FEE ZONE:_-,--__ SQ.FT.:___ X FEE/SQ.FT.:. ___ _ ~-SEWER FEE . PERMIT No.0 E Cf'f/ CJ6 O 2..., EDU's: 9~ 4-d-. · X FEE/EDU: /R /{) o&, :J. . . -BENEFIT AREA: p._ . DRAINAGE BASIN: 5(3 C> =$ =$ / Z, DSO EDU's: CZ· 4: g, . x FEE/EDl:J: '37 'o/ =$ ~, 2£'0 ~INAGE FEES PlDA____ HIGH ___ /LOW __ _ ACRES: ________ X FEE/AC: __ _ ~-R LATERAL ($2,500 DEPOSIT) C =$ L:J =$ 6- 0 8. WATER FEE EDU's: ----,---X FEE/EDU: __ _ =$~;1:J' TOTAL OF ABOVE FEES*: $ -======= *NOTE: Thia calculation sheet la NOT a complete 11st of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P:\DOCS\MISFORMS\BP0002.FRM REV 01 /04/95 ~b I o, 7 / / 0 -!-4 Cl)O /D; 71/ -QI"-!-s; oco u.)::( ,-e/2.ou.s-e_ {_c.rec!Jt) --oS4- A-bT!s 500 ID1 7// /;d '/-()__Al-8/ooo g 6 )01 711 ¢' W~ °460 {) (_credi1-) L S 4-> c3 (>(_ 375 ~ 4-o7 ~ t---___ () t 'f-. N N \ -.., ........ 2 -SI -SI "' "' "' Cl 0 0 ~ J ~ :::;, >, >, >, .Q .Q .Q. ;;;; ~ "' 'II, ~ ti ti Q) "' "' _c _c _c u u u C: C: C: "' "' £ a: ii: cg/tJ D efo D \. efo D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB (!'6--2-S / 7 Planner lJAJ /..y1t1d..., . APN: 2(2---{UJ~6L Phone (619) 438-1161, extension Lts L J Type of Project and Use: ___.I ..... /IJ_· ..... f2 .... 1A-=1 ..... T .... f1/ ......... '.IJ ..... l--____ r:i __ -:t-____________ _ Zone: CM Facilities Management Zone: _.....,c...5 ___________ _ CFO {in/~ trwu7;. . Circle One Legend ~ Item Complete (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Buildirig Department.) D Item Incomplete -Needs your action. Envir(mmental Review Required: YES __ · NO _K TYPE ___ _ DATE OF COMPLETION: -------,-----------,--...,......;. Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES __ NO .2!:::.,_ TYPE ___ _ APPROV AL/RESO. NO. -,,,-~___,-------DA TE -·---· __ _ PROJECT NO. ---------,-----,---__,... 0TH ER RELATED CASES: -----..,.,.· . __ , ___ __..,.,___._____..:....-----------,-'--.,..,._------- compliance with cor:iditions or-approval? ·If ,not, state, conditions which require action. Conditions of Approval Coastal Zo~e Assessment/Compliance Project site located in c~astal zbne i Yl:S NO K If NO, proceed with checklist; if YES, proceed below. Determine status (Exempt or Coasti;il Permit Required): If Exempt, proceed with checklist; if Coastal Permit ·required, hold building permit until Coastal Permit issued. · Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Forni now. Coastal .Permit Determination. Log #: . Follow-Up Actions: 1) Stamp Building Plans as ''Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Attach completed Coastal Permit Determination Form to this Checklist. 3) Complete Coastal 'Permit Determination Log as needed. [Sf"o D ~DD goo lnclusionary Housing Fee required: YES __ NO 2S_ (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Site Plan: 1 . Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existi.ng street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: ~ D D 1. Setbacks: l«l cff 11~ Front: Required ------Shown ------[? · pil~ V . Int. Side: rr,U~p,,, ~ _ Street Si.de: Required ------Required Shown ------Shown ( v.J7 ~-!fl'& O Rear: ~ JJ D 2. Lot C~verage: ------Required ------ ------Shown ------ Required ------Shown ------ Qf ,o O 3. Height: .g' D D 4. Parking: Required Spaces Required-/ r--.:.:r_cJ_O_z..,_; SO-- Shown Shown_/_:.. _f_c:>_o_2-r1SO-, ~D I Gu.est Spaces Required ______ Shown _____ _ Additional Comment~U-ou 1 Do(? i2... . Slo/2../JbB SHAL-t. 1sGf $cdY:$:!vf4;:;, I? V: I A i,Af/J~c:)/1) By Of?.: Cr!JJJe)),{:!llf CJ.},QI.A-dJr:Jr ?~S: '11(/Jl'o} ~l'f-~IA) J-.-1~6;Jfr.. S"KJ(MDIT /9&#'f'; /J,}C,U,f/)iY 6?"Wl::ril6f.:!N3/ 6131Jef)..A'(d/l. )),Jt:, @r& N@U-IAN/cAL . t5tJU { pw9'.11 /J/?01, r .. Cl-tA1tJ l,J/11/L WITH SlA'TS I<;.. Nor ACf:0:?TA Ts.Ltro @ ~ee-10L e&£1.f J:>otJ E:W'1$ roP IM(fClt/J/1/ICIJL-~ffNe~Jr(U#'JV<--kpwG &@11PrN1:J117) 9k/.J 1-1.-/v(J}r ~{¥' A,1 J¥tqJ,,l/ u 1£ 1~1,,1::r ~ A-J?tsnt III cg u.o ~ ~ 11-tA ;ii -r-ct.:> ~- OK T FileJINI (HB' c.../.(!)<;;~7" 1:s&1col'N6 C.UJJIA .. t;?rJ A/Vy Le:>r; PACJV//)Gf' (ii;t,G!//J'/?VAI~ u/ ISSUE AND ENTERED APPROVAL INTO COMPUTER _____ DATE .. · M&cHANIC/JL.. ~tiTN/i!;'vT CJo <Jijo'II} Ji,-f/JJ (§i'&,µI/JTWBIVT/<;. /Jl)t?,(/U~r1.,y > ~GBN5t>., City of Carlsbad . . 96372 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Thursday, January 9, 1997 Reviewed by: ~ ~ Contact Name Sean. Tracy Address 8810 Rehco Rd Ste F · City, State San Diego CA 92121 Bldg. Dept. No. 96-2317 Planning No. Job Name Isis Pharmaceut.46_ Job Address 1896 Ruthertord Ste. or Bldg. No. ____ _ -~ Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of .deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st ·---2nd--'-~-3rd. __ _ Other Agency ID CFO Job# __ 96_3_7_2 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619} 931-2121 I I f J ISIS PHARMACEUTICALS ·iNC.: Lot 46, Carlsbad -CA HAZARDOUS MATERIALS & OCCUPANCY CLASSIFICATION ANALYSIS 5 October 1996 Prepared by ERIKSEN-RATTAN ASSOCIATES INC. 8989 Rio San Diego Drive -Suite 200 San Diego, California 92108-1648 Telephone 61.9.299.6444 FAX 619.299.1229 01/e.9/1997 14: 24 7027983797 . R2H ENGINEERING PAGE 01 //-.;-cf R 2H Engineering, Inc. Post-t~ Fax Note 7871 PROJECT_r_s_r_s __ _ 6Y __ 5_. tN ____ SUBJECT ___ _ ..... . . . :· . •. : rl'ClA~.: ...... ,., .·-· . ~r.1 .. _:··;.--~-· ·s t~ ... -.· .. lq_ .. : . :·. ···· ....... . 20. · ... ·. , ... ' : _·: . . .. . ....... : ... ;• .. - ·- • SSE .S~iL feEPoRT f UP~A--r~. L~iTIS/< 6 s~ . p1..AtJ · t=='~P... t--/Oi ~e:..~b f>i -:,o.iL 1:.NC-t1.J~·e R 1s LE Tie R.. ' ·:· ·'. _. . ll · __ .·· .. :. . . · ~ 'SPEC.{~i., !M ~P~T/ON I ITfM 4. ON S:-l .... - . . '22. ;· .. : -:-······ . • • !' • • : =-. ;. . · .. ~ :· :<:: :_ ,·· · ss~ srm C-OWM~ 4 f~on~.Jo. SCHE=OCJU OH s-3 ~. ... . .. . . . . -... · .... -~-. u·-... . "1 .. . l. ~ .' .. ~Ei. ce-,l11'l~ f~A.M.I~~ r'I.-AN NOTE 4-dN s-4· )~ A!le\1'$ Rf SPOl'l5E , A""~'"', ~ T"..,_.C. ~ U,C,~ To ,/ ~ / e~ l)~r<i,J-2,(.JH • .D '61 oii-t~S. j -Pe;r"~ep· ~':)1~\JM. •• > i S~c-L.t~--\T 6/\Cif STcfL !itr1 A-, ON $-1 [;L ____ D 1) 2) ME(ff'L. ME-'Z:Z.. ·_FoUNDkT'IDN O·W·-l6~ To Sf rtE-A-0 '_s~.-fc.?ortAJ(i c;, Cf, MQV(: UCATt_nN , 13, . Bto CMANciE. ~f z.t. Sf£-~.t;11 Cc-Jt11-t(i. Jb)~TS · CHAN6e.p TO Boo E-J ,~, CE:it..lN6 BfAMSCH,iNf.i-v . . -ro 8~P'f't4:_. -EL1M·r/lJA!E 3,··~ ~l~c: ~LVMN -AT 6~16 <D N~ ©, 01/09/1997 14:24 7027983797 R2H ENGINEERING PAGE 02 ~ · R 2H Engi~ee~ng, 1nc. .w.. PROJECT __ i_~_t_S _______________ _ JOB NO. q6ce>b DATE j,ltN · q7 BY __ s_._w_. ______ SUBJECT ______________ _ SHEET (? .2 OF 2. 3) .·.; ·.·· ..... 4) ...... AOD .PerArL$ @-@ , Sf.f S·4 , (ALC. rtteff la,.,_ to A~c NEW cP€ti1N(i ~ l~ALL PAr-ltL @, % $-:,, CA-LC .51-t~ .z;., AOO R~f .TRV $~ lif-W VERTiCAL lrJ)lt) ~,ZefNfof(ClAJ6 ~f(:zAJ See-CAL<:, SHEf1 44 -74-, ow G. ~ ·b , Sp7 , 11-, .... 6. P-1-5. ~~ A.oD tJ~w 0Piit,:1u,l~ ,~ 4/At.-f.. PM~~ -r ~ ~. · 1~ .. . · .. ·.·: ·wAt..t..-PA.la.. 1.-;, • ~i!.C c.Ai.,~~ 4)A,o .~ 1~--78 ~ 01.0<; ~-$ • 01/09/1997 14:24 7027983797 R2H E.:NGINEERING PAGE 03 Job No: 96006 Bv:SW D.itc: JAN. 6. 97 STRUCTURAL CALCULATIONS SUBJECT: TENANT IMPROVEMENT FOR TSIS- . CARLSBAD RESEARCH CENTE~ 1896 Rutherford Rd., Carlsbad,. CA SHEET NO: 1. BASIS OF DESIGN .................................................... 1-lA . 2. :MEZZANlNE DESIGN .... ; .. ~ .. · ..... : ................................. 2-17 3. CEILING DESIGN ............... ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18-21 4. TILT-UP WALL OPENING DESIGN ...................................... 22~43 5. ROOF TRUSS NEW VERTlCAL LOAD AND RErNFORCfNG DESIGN ......... 44-74 R.:H ENGffiEERING,INC. Consulting Str11ctw:al Engineers 11545 W. Berolll'do Ct., Ste. 300 . Sao .Diego, CA 92127 (619) 673-8416 (619) 673-8418 f A,"{ •• > •• ,..~ ,s-1ti Robert I I, Hendershot,S.E. Checked By: 01/0'3/1'3g7 14:24 70279837'37 R2H ENGINEERING R2H Engineering, Inc~ l t)T 46 PROJECT---=--!.--:-------·--...-----"-- PAGE 04 J08 NO. ClGOO~ eP-TE _.;;;_0.__;:c(;=--,_4_, q.;_6 __ SHEET_( __ QF __ r y ____ _ SUBJECT _______________ _ i ' . '-· t. MA 'fERlAI.S, GRADES AND STRENGTH Following is used in all cases unless specifia.lty noted othet'\l,'lse oc the plans. ROUGH fR.....,.¼E: Scuds, plates and blocking DFL Standard or Better Joists. Rafteis &ad Headers • • • . • • • • . . • . . • • . • . • • • • • • • • • , • • . • • . . No. 2 Beams, Strin~rs and Posts (4: .. ~ larger in widtb) • • . • • • . • • . • • • • • • • • . . • No. 1 Gtu Lam Beams: $ubmH AITC Certificate of Compliance . •. . • • • . • • . • . • • • • 24F-V4 Simple Spaa . 24F·VS Cautilevercd Span Use commoa wi~ DA.ils for all designed conditions and UBC Table 2S·Q (N.uling Schedule) in other cases .. All framiog anchors are_ hy Simpson Strong Tic,. (Equivalency approval, if requested. based on ICSO R~h Reports) Vertical (sh~r wall) and horizontal wood diaphnlgm sheathing: APA Rated CDX Structural I CONCRETE BLOCK MASONRY: Hollow Cote AS1'M C90 Gnde N-1. Medium Weight· . Mortar Types rm= 1800 UBC Std 24-20, 2403 (c) Grout T~ f'c: • 2000 UBC 2403 (d) D~ign Strengtl; · rm= lSOO (solid grout) UBC 2405 (c} CONCRETE: foundation Slab on Grade Tilt,-up Wall$ Drilled Piers ·supported Slabs } Beams & Columns Concrete ou Dc:ck Water Structure REINFORCIN'O STEEL: . ASTM A615 Screnith (psi) 3·000 3000 3000 2500 4000 3000 4000 Gr60 . Maz; Ann;gate Size l'h. r-' t/2;• 1'/2•, filY.mt? 4" 3" 4" 4• 4• 4 - 4• · No 5 and smaller (Use G{ 60 for all tilt-up panel steel except base dowels) Or 60 No 6 and larger ASTM A106 Gr 60 bl! welded rebar Welding of rebar to-conforw to A. W,S. #D 1,4-79, submit ~rtificate of c.atbon equivalent and weld p~ure prior co any weldiDg of rebar. Special inspection. required for all field welding. Submit certificate of compliance for all shop welding or provide speci~.~µon. STEEL: . Uc.finished· Bolts High Strc:ngth'Bolts Pipe Col~- Stn:crurar:Tube . Shapes, Plates & Bars· COLD FOR."'-11;D STEEL: Studs and joists : Tracks and Ru.noers G~vanize pc:r ASTM A307 ASTM A32.5 ASTM A53, T)"Fe E or S, Gni:de B ASTM >.:?OO. Grade B ASTM A36 · ASTM A446 Grade A ASTM A446 Grade A AS™ A.5Z5 Fy;:: 351csi ,Fy;;46bt fy=Joksi FY= 40 KSl FY• 33 KSl : .. 01/89/1997 14:24 7027'3837'37 RJI ENGINEERING, lNC. BASIS OF DESIGN Scopo of S.:rvicca Eaiablished Y N Pcoject Scbedufuir Y N Al.U.ho~ ~tico_.,.-__,, .......... · ___________ _ Gcvcming Codc(s),_~V._6;;.C,;;_.'?:..4.,__ _________ _ StNQau-e oar.a: ·* Cf . r A-"'O Oc54:riptioa: M&tl. q. [LII\JG ~ · TILT·UF' !,.JA«,l.. _O/J'-~INCi'5 •Oc:oupaiu:y: .... ..,_ _ _,. ___ -rype oC Consttuctioll! ____ _ E.xmior Wall ~u:ri&i: _______________ _ Sitc·£1£1rl:. _____________________ _ Gcadmg Pwi: ________________ _ R2H ENGH·lEERING PAGE 05 Project LoT4b Name·------:::-------:---- Project No. 'iGo06 Date DEC. 4-,f6 Project Engi.neer ____ l A _______ _ •Seismic Zoac: ___ 4.,...--_____________ _ •tmpo~c Factor:.,.., ___ 1 ______________ _ •Wt.ad E,q,osu.re: __ ~C:...--------------Stiuc= Plan ,vea: _______________ _ Tow Roor.An:a:(Blae, Only}: ___________ _ overall Sldg/S~turc Hcigbu: ____________ _ M~ Y N Araa:_.......,.Y ____ ~--------El,:-,awt Y N ~ 'l N T:'Pc~--N,...;._ _______ _ Special Collditicas::.,· ----------------------------------------- Soil Repott ~y: co>-iSl'"RU<:.fl:ON ,f$1'11'l6 g e1'l61Nff-Rl~G.'~tu,port No.'_t_o_,_5_37 ________ Dato: ~OV, '2.2., JqC\$ COl11ent! (Check iiams i.ucludcd in ~<.let) Fowuiadcm Type: S.PCGAO "R,o,1~G. £xpan.sive·soila: Y~Y Ot-NS!=-s,,TSiONe Alijaccat Loatta/Slopca: ______________ _ SctUemcm: ____________________ _ Llquet'&ctioa: _____________________ _ C-.it/Ful Li.nc: Wi\bixl Struen,.tt,: ______________ _ Test Boring' Plot Pwl: ______________ _ -Soil Cw.!i!ication; _______________ _ Water Table Elevation: ______________ _ Active Prc&&U~:. ________________ _ Pullive Pru.ure: ________________ _ Bwlding or Tan.Ii: W.il Preuute: ___________ _ . •Oeaigu !kacing Capacity:. _____________ _ Special CoQditiom: CA \$~.Ot-l 6oT Bf.AR1"1q PP..HWH·, SOOQPSf -. -'c;;;,....,.a;,...,-'<-:--o-,.,...; ..... _s_K_'_"J_""'B!""'. -,c-p_o.,;,"'f...:._ ~-----2-o_o_P_S,_f _________________ _ RoofCoast:uctio1t:_,.... ______________ _ R.octh:lr M-atarial:_. -------------------•Rao( l.oada: lO pd (svbject to reductiol\-tce desiltll mamo} Mcclwlica1 Equipment: W<iigina; ________________ -'------- Looation: ___________________ _ Suppott: _____________________ _ SpGGW Coudiuom: _________________ _ •Shop• 01'.wuip: (Cbc:ck lhc:ic I.bat •pply) _PnlC&b roor wu or I-Ioi.rt _Glulamin.lted Timber · _Stnwtllnl S!acl -_Misi:. ~ct.al (Wlm~ p~ an: &hap welded) ~F"= Spnnk.ltt Systz,n ___ S1=!ro11t S;ratem/Sk:yli1ca _A<lclw~ ~It uyou1 _Rcuifoc-c:iag Steel _Coiu;TI1ic Mix _Otber ________________ -___ _ o:~~s..c»:r Q.-r, Floor Lolds: (Provide load mapplag II required) ______ _ ~ .. L,=~cil'5r, 1.,L&I~ ~rF •s'p•ci.al ID.spcctioa.s: (Check those that •pply) ~ Concrete Piaccmcl'lt &lld Strcng-.h _Bolts in Conc~~/Muonry _·Rcuucr,:ing Steel Place-a,ent ~Welcfu,g: Fic:Id..L,_ Shop_ LH.S. Bolt.s _Ms:iOttt')', Prisau &:quired Y N _P1.Li.ag/Cai$&011.'J _Shot.:rei., _Ocill;d ia Ancbo,"3 _ O~c~-------------------- . __, . ..._,,. 01/09/1997 14:24 70'.27983i'37 R2H ENGINEERING PAGE 06 R2H Engineering, Jnc. JOB NO. __ _g ~----·· · DATE T~. B·, ~--······-- 2 · . LOT 4b PROJECT_---· ___ .--··-· -· .... u- -·-__ ,. ___ _ ay __ .)_, W_, _______ SUBJECT-~ MEZ Z. ·--~-·-· __ ,N_ .. , ·--··--··-.. --..... --SHEET--····-·. Qf ___ -- . ; ·_·_·: .. · :·f-=>.: .tv.\:E'Z.ZltN}.t'{E·:;·· :DESI ~N ·. D~;;ii\-t~; .. · --............... :.. .. : .............. . • • ' • • • • : r : .... !·:.::~·::. :;·.· _ _:·:::B(E.-z.t::;:Q~.t.-:. ·. :51A·· L·l-J O>NC. : __ .: -~~-_-:::(\jj.·)_~"}:·~/--·!_:·_~: .. · .· .. $rff-l. 5EAM ovE:R 2"-GAttE2o (~1.J OE-CK J 42 PSf ... s· ?SF · . -: .....•... ; ....... ,. : __ '.-: .. : ....... srEE-L 6tF{oe-R --_--: _.-· ~--~·>:·~·1:->1··" :_ .. MISC . .. ""4.~. to PSf . : . ---· ,:_ . . . . . . .. , ..... : : ·--·-. ~ ; · . : .-- 1:'_'.:.::Meii.-:LL .~ .· ALL A-R'fA , ·. : __ ·_ · __ .. :: :~·i ·:· .: :/ ... :. . CHEC:K E6lUtP. AP.EA; rorAt ;f~ 150 P.Sf' AH ~1 ~ 84-18.tbA8,',i31 )( 1'7.:~:i'}: 64_ PSf q50 Att-2, . ? 11.W!½/ (q.4-l'x. 14~ ~~ ').~ _'$ ~ PSF < l~D • ~••••,•• :-... :,. ... ••--!•-•••,••'"I .• ... ~--:' .... -. _:, ___ -~---·· ·-.. ' ....... . . .. ... ·-...... •. ·1•· -•. ,. ... ... ... . •• I ' • t ··; ! / :--··-·:··.·· >· · .. .. . .. : __ ; ______ .. '; . :· ... ;, . . .. , .. ., .. _ ••• t_ --• •• ) ... ', . i ... (. i .. I • . . . . . ME-Z'Z..-A-~ E-A-: 3t,7X2~ T" ~.J-7:< 3,.~ <t . =-C\1.~ t-4q6 = 14'1.S·-~F . w :r (t;S + l'>OK 25~1>) X t~S;: q~2,t;;rr f41$=l~O;_q'.I{ l USE-H ~si; P~F. ~ S~ SMl:C,. DEStSN) . : . . . .:PENDO:!,.U_M TYPE Sf RUCfu~f ~w ~ 3 ... --~·-··· ·t::"bO . Z=b,4 c~2.1s 01/09/1997 14:24 7027983797 R2H ENGINEERING R2H Engineering, Inc. PAOJECT_---,-_...;;LD;.....;..T_4-f.~--------- BY __ "$~·· hJ-~-SUBJECT_::._-___ ..-1_E-_z_z.-"--_______ _ 2 .. MeZZ .fM'.fl'iN G · . DE (I<.! . VER.CO ·t-JZ .. 6A-6: f '20 f()r<Mc..o k: Ci>Vf-D .. : : ~'( .~a Y.4'.' f..1. wt. ca.N c -ltc.,. 3o~o'), ii'f.f:1 r of.AL- . q'--$-_PA.f'}: MA-~, A-U-4h1 l.Ls 2.;i:t PSF. · a,: f..j7.. .... ,.: .·. : . .. . ·:· , . :···_J.? -I· · • ·-···:--"'·•-r-··-··~· ·-~ : · .. · ~IB.lC'.40 ·(Zb)· ' . ...... r -., , --So~ · ·. -t -. ·:· ..... __ < ' .. i ··= . . . . . . ·'.-... :/ le '26 ~I<., . . '-"' Or, . . .· '\ . . . . .. .• ··-'!" : .. ' © i ·1 C'I C.', . ··~ PAGE 07 JOB NO. ~GO'ob DATE _____ _ SHEET 3 OF __ K ' ... "t ..... -·· .. . W-o .. ~ 4,i~~-~-~-~-37 k/~ ·. . ·11\Ji.,_= ·af f: .. !~~) x8.J=--. t·)_b-1</.ft ~·~_E .. oirr.F'.VT : __ _ .. . :!· is.i;: ; .:~rt}6; ti5.) ... · .: i-· . ~~> ·. S3~ _C4 X: . :-'.--.... . ' <Pc,r .. ' C.2 ~ 64. . ~ . ~iJ .. ·c · '· . • ' .... ·, ... .,.. -t .; ..•. ,--..;.. w 'f. p . . .; . i· · ·. ' , :·---·--··t +· ·· , · · ···· , =fl\=~;'2i/ 133 ·. 5 . It -i ,.:,--J-----.-:~E;~; ..... ,r+.· _-... ~-; .. ·.' ... : : .: :·'"'. i~-~--; · .. _ .. , . ,.:~ .. : : ::~ ·7· ~ . ' . ' > .. : .. J'._: -~ ... :i;·i __ : __ ~-:: 0 ,.~:~·1-rr<::~ .. ~ ' : ' ; . ~ ,0.: --:~ --:~·;,1.. . .' ~ . '~ .. .. ·:-·«· :,-~·,·-··:;.,(l:4~·-i;c...:·-;r.at·=··:--""k:/,rr: · · ..... · · . .. .... IN.L r •. rt ... al. L ~.J • ,. 3vt. re:. .. . . . . ' . i : ; . . . : . · . : . :_~,,:~ i.~~·1·:s:~;:~-.:.. 70: 4-6: 3 k: (;~'t UAO ~ S'J 3~) ·_:. ·:: · .. _ .. ::·· :3l6:,~if. HfA . UV€:: Lo.AD. ~UC..Tr~t,J;, :. :· · :-· ·i_ ·1~&:-~!l4!i~ .1'36~tok .. : .. · -· · -.. \:} 6,"(/ ' :~.-.C,1 sip. . ~-"t!,.., .... .......... (r" ,;;,-. -.• ··--·' ··<.: --~1t· t~f ·A~ :·,stt.16te · -tPAN a>,;:JP~tlf f ·8fA'1 :: · · · ~e::· o.·o.t~i~r" · . , · · · . Cr, .· . . .. . l 3Ll' · .. t· .. ·. · · . ....;jl<---------_,_-.... i .; ... · . .ft~ ~r':t:~:.1iit,3'l< <MR~2,1·'"-__ ; :··:. -.l.-:·>;::-_;<.:<·J.t:~:~-L::_~'.-.. -_ ; .. .; .. :;.-:: __ _; :: _:. ·_:;--: : : ... '. ... ·_ ·::64; : : ·w:ii~lj~-U4). · · ' ·: .~c~1~i~ Iii t>~4l ~/ft. . _ .. ::--.~ffi::'(t4H~~iie .. 1 ~ 1~8,k'/~ . . · .--. _. : .... )f.s. -~91PQT . ,1.' . •• • • 'f ,25.~' 24JK. . BS . .W 1dt.~S ~ J f tMo=~-41 k ff;. rJ.t.· J-413.f(f.ft _ . . { , 10.r;_' f 63 ( .a=o.;q·· PD-t1.."'" ~-0+ /4.S ;:-z.~-'>K -'. :·_!-7':7K ___ : G~.oK. · ·-M == z1~?v 6.1)~ 1 .-8'1 ~! 1'.6~)1:: 1;.~~ •. c: ~ ;<MR-~ 1_ ~s:k. c lt:: 7.q '). . ·. ! : . ;_ . . -·· .... -. . ...~. . · ..... , ... -·---. . . .... . .. 01/09/1997 14:24 R2H ENGINEERING 70279837'37 R2H ENGINEERING PAGE 08 ,11.10. Scope: Job#: Designer: . Misc: Date: 1 2!03/96 Pagri: 4 CO'lv1POSITE STEEL BEAM DESIGN Bl ,82 SEAM/SLAB OATA AISC Secti0n: w l 8x40 Baam Span 30·.00 ft Bc31"f\ Spacing = 8.30 ft Slab Thickn11aa = 5.00 in Deck Rib Height ,,.. 2.00 in Rib Spaoin9 "' 1 2.00 in Rib Opening Width = 5.00 in Ribs are· Perpendicular to Beam Slab on 90TH SIDES of bean, Using partil31 comp,1sits action --~-oeSIGN O,HA F.y = 36.00 ksi f'c = 3000 psi Concrete D.,n,itY = t ·l0.00 pcf Stud Diameter .. 0.75 in Stud Haight = 4.00 in Be.im We1ight not added to applied loads Stud Capacity = 9.55 k Allow Fb = 23.76 ksi n : Strength = 9.29 n : Cleftcctions "" 13.91 SECTION PROPERTIES----- 1:steel s-steel: Top S-ateel; e.ottom I-tr: 5-tr: Top S-tr : Bottom S-tr: Eft. @ Bot, n•Str: Ef"t.@ Top X-·X Axis From Bot V-hprit @ 100 % = 612.0 in4 ::: 68.38 in3 = 68.38 in3 .. 1934.71 in4 = 379.74 in3 = 108.66 in3 = 99.17 h,3 = 2845.77 103 = 17.81 in = 212.40 k APPLIED LOADS----------- "Dead Loads" : Loads Applif!d Before 751*, Curing .•.. Uniform Load # 1 = 0.37 l<Jf · "live Loeds" : Loada Applied After Con(m,ta Has Cured ••• . Uniform Load # 1 = 1.36 kif ,····------MOMENTS & SHEARS . Dead l.oad Alc:ino = 4L6 k-ft 41.6 k-ft 1 {l4.6 k-ft ., 53 .. 0 k-ft 25.95 k Dead ... Cvnst = Dead + Live Liva Load Only Max. Left Shear = Max. Right Shear = 25.95 k EF~ECTIVE FLANGE WIDTH -- . Basec1 on Span :: 7.50 ft 13a&ed Of"! eeam Spacing = 8.30 ft -~-Effective. Width = 7 .SO ~ BASIC SECTION PROPERTIES Seam Depth Flange, Width Flangi, Thickness Web Thir,kneM Section Area Sec~i~n Waight lxx • AISC S11ctfon = 17.90 in = 6.01 in 0.525 in .... 0.315 in ,.. · 11·.ao in2 .. . 40.06 pit .. 612.0 in4 ----REACT.IONS----- O~:ict ~ Const Composite Max DL + LL Left Right = 6.56 5.65 k' ::.. 20.40 20.40 k 25.9 25.9 k V4.4A.3 (c) l 983-95 ENERCALC SUMMARY-·--· ·· --------- Stri,M Checks for Shored & Un shore<:! Casas ... @) Bottom of Bc;im = i35!> I pai <: -2.4000 psi (allow of 0.66 Fy) lJmslwred DL Stress· ,,. 7305 p,si < = 24000 psi (allow of 0.66 Fy) Actual Shear Stres!I ,~ 46P2 psi < = 14400.psi (allow of 0.4 Fyl Unshored Str&~s Check ... (Mdl/S$ ,~ MII/Str) Mll/(Str:Top •n-) = 258 19 p6i < .,, 32400 psi (3llow of 0.90 Fy) "' 521 psi < = 1350 psi (allow or 0.45 Fy) Shor~d Concrete Str .. ::i>; Ch .. ck ... (M<:tl+MIIJ/(Str:Top'nl ,.. 662 psi < = 1350 p~I (allow of 0.45 Fyl Alternate Unshored Stress Chi,ck •.. (Mdl + MIi) / Ss =· 34155 psi ;:. 27360 psi (allow of 0.76 Fy) SHEAR CONNECTION DEFLECTIONS---- Vh@ 100%% Cornposite= 21.2.4 k . min(.85'f'c'Ac/2 or As"Fy/2) V'h:Minimum Ri:,q'd =· 2·12 . .; k Total Studi, Required Per 1 /2 $pan = Actual Numoer of Studs = V Used For Design = Connector ~equiremanta ... 1$ 13 124.1 k Uu. 5 studs. from 0.00 ·::> 5.00 tt Use 5 !ltuda from 5.00 -> 10.00 ft Use 3 studs from 10.00 • > 15.00 ft Usa 3 ~ti.Id!: from 1'6.00 -·> 20.00 ft Ucv 5 studs from 20.00 ·· > 25 .co ft Use 5 lltuds from 25.00 -> 30.00 ft ,. I-transformed 1-EffQctive laH (V'h/ Vh} •. S• (ltr-ls)) For Shor,,d Condition ... Before 75%% Curing Constr•Jction Only After 75%% curing Total Uncured Oefl. Compasita Caflaction For Un$hored Condition ... Before 75%% Curing. Construction Only After 75%% Curing Tot.'11 Uncured Defl Compcsite Def! = = = = = "' = = = = = 1784.2 in4 1492.6 in4 0.156 in 0.000 ii, 0.572 in 0.156 in 0.728 in 0,380 in 0.000 in 0.57Zin 0.380 in 0.952 in R2H ENGINEERING-:-KWOG0291 01/09/1997 14:24 R2H ENGINEERING 70279837'37 COMPOSITE STEEL BEAM DESIGN 83 R2H ENGINEERING PAGE 09 ''"''"'' Scope: Job#: _ qGovb Designer: Misc: Date: 1 2/03/96 Page: l=j BEAM/SLAB OATA· · ··-DESIGN DATA SECTION PROPERTIES---·- AISC S~ction! wl8x35 Fy = 3~.00 ks1 I-steel = Beam Sp,m = Z!J,00 'ft t•c = Jooo psr 5-ste~I: Top = Beam Spa.::ing .. 8.60 ft Concral~ OensitY = 110.00 pct S-steel: Bottom = Sl.ib Ttiickmii.s = 5.00 in Snid Diam"ter = 0.75 in I-tr: ;:: Oqck Rib Height '"' 2,00 in St1,1d Height = 4.00 in S-tr; Top .. Rib Spacing = 12.00 in Beam Woi(Jhl not addt4 to appli"cl lo~a S-tr: Bottom = Rib Opening Width = 6.00 in Stud Capacity -9,55 k S-tr : Eff. @ Bot. = Ribs are F>orpendicular ·to Bei'lm Allow Fb = 23.78 ksi n•Str: EH.@ Top = Sllib on BOTH SIDES of b~~m n: StrlltlQth = 9,29 X·X Axis From Bot = Using partial composite action n ; Ocflecttons = 13.91 V-hori7.@ 100 % = APPt:JED LOADS "Dead Loadf;. : Loads Applied Betoro 75% Curing .... Uniform Load ,# 1 = 0.38 kif "Live Loads" : Loads Applied After Concrete Has Cured ••• Uniform Load # 1 • 1 .38 kif ---MOMENTS & SHEARS Osad Load Alona == · 32.1 k-ft 011.id + Const = 32,1 k-ft Dead + Liva = 149.6 k-ft Live Load Only = 1 17 .5 k-ft Max. L,,;ft Shear .. 23.01 k M~x. Right Shear = 23.01 k EFFECTIVE FLANGE WIDTH - Based on Span = 6.50 ft Based on B111:1m Spacing '"' 8.50 ft ... Effective Width = 6.50 ft SUMMARY Str~ss Checks for Shor~d & Un3hor~d C:,,;&S ... @ Bottom of e~am = 23169 psi < = Unshared DL Stress ... 6686 psi < = Actu(d Shear Stress = 4333 p3i < ... Un$h<m•d Streaa Check .•• 24000 psi (allow of 0.66 Fyl 24000 psi (<1llow of 0.6$ Fv) 1440C-psi (allow of 0.4 Fyl (MdliSs-,. Mll/Str} =-2.1sa·1 psi < -3240C-psi (allow of 0.90 Fvl Mll/(S tr:Top • n) = 469 psi < = 1350 psi (allow of O .45 Fy) Shor&d Concrete Stt,:S$ Check ... {Mdl + Mll)'/(Str:Top •n) = 598 psi <,. 1350 psi (~llow of 0.45 Fyl Alternat" Unshared Stress Check ... (Mdl + MIil / Ss = 31145 psi> 27360 psi {allow of 0.76 Fy) 510.0 in4 S7.63 in3 57.53 in3 1643.96 in4 3Z3.35 in3 93.32 in3 77.47 in-3 1907.14 in3 17.62 in 185.40 k BASIC SECTION PROPERTIES SHEAR c·oNNfCTION DEFLECTIONS---- Seam Depth = 17°.70 in FlanllO Width = 6.00 in · Flang11 Thickness ... 0.425 in Web Thickness ;::: 0.300 in ,Section Area , .. 10.30 in2 Suction Weight = 34.97 plf lxx -AISC Section = 510.0 in4 _...__ ___ REACTIONS ----- O<::.::d+Const Compo11ite Max DL + LL = Laft 4.94 18.07 23;0 V4.4A.3 (c) 1983-95 ENERCALC Right 4.94 k 18.07 k 23.0 k Vh @ 100%% Composite= 1 a·s.4 k min(.85"f'c 1 Ac/2 or As•Fy/2) V't,:Minimurn Rcq'.d = 185.4 k Total Studs Required Per 1 /2 Span = A<:t1,1al Number of Studs = V Us~ For Design ,,. Cof'!nector Requirements ••• 6 8 57.3 k Us1:1 3' $tu.ds from o.oo -> 4.33 ft Use 2 studs from 4.33 -> 8.87 ft Use 2 studs from 6.67--:> 13.00 ft U5" 2 ttuds from 13.00 -:> 17 .33 ft Use 2 3tud:i from-17.33 ·> 21.67 ft Us• 3 ~t1Jd$ from ;.1 .87 -> 26.00 ft HrAnsformed I-Effectiv9 1st+ [V'h/ Vh) • .5 • (ltr-lsl! For Shored Condition ... Before 7S%% Curing Construction Only Attar 75%% curing Total lJncured D&fl. Composite Oefl1;1,;:tion For Unshorad Condition •.• Before 75%% Curing Construction Or,ly After 75%% Curing Total Uncur•d Defl Comp<>slt& Defl = = = ::, = = = ::a = = = 1497.1 in4 1058.'3 in4 0.127 in 0.000 in 0.465-in 0.127 in 0.593 in 0.264 In 0.000 in 0.465 in 0.284 in 0.729 in R2H ENGINEERING, KW060291 ·01/09/1997 14:24 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM O_ESIGN 84 R2H ENGINEERING Scope: Job#: Designer: Misc: Date: PAGE 10 12/03/96 BEAM/SLAB'OATA -····-···--· DESIGN OATA SECTION PROPERTIES AISC Section: w18it36 l=y = 36.00 k:;i 1-Sti'c:I = Beam Span 25.50 ft t·c "" 3000 psi S-$teel: Top ... Bc:mn Spacing ... 9.00 ft Concrete Doneitv = , 10.00 pcf S-stcel: eottom = Slab Thicknc&s = 5.00 in Stud Oi~eter = 0.75 in I-tr : = Deck Rib Height = 2.0010 Stud Height = 4.00 in S-tr: Top = Rib Spacing = 12.00 in 86am Weight not added to appli11d !oads S-tr : Bottom = Rib Opening Width = 8.00 in Stud Capacity = 9.55 k S·tr : Etf. @ Sot. = Ribs are Perpendicular to Beam Allow Fb => Z3.76 ksi n'Str: Eff. @Top .. Slab on 60TH SIOES of beam n: Strength = 9.29 :X-X Axis From Bot = Using partial composite action n : Deflections · = 13.91 V-horil:@ 100 % = APPLll;D LOAOS "OGad Load~" :. Loads Applie~ Before 75% Curing ..•• Uniform Load # 1 ::: 0.41 kif ·uve. Loads" ; Loads Applied After Concrete Has Cured ... Uniform Load fl. 1 = 1 .48 kif --·--MOMENTS & SHEARS Oeild Load Alon• = 33.3 k-tt Oaad + Con:st 33.3 k-ft o~ad + Uve = 153.6 k-ft Live Load Only • -1 20.3 k-ft Max. Ll?ft Shfter = 24.10 II. Max. Right ·shear .-24.10 k EFFECTIVE FLANGE WI0TH ~ Based on Span "" 6.37 ft eased on Beam Spacing .. ~;00 ft ... Effective Width 6.37 tt SUMMARY--·····---- Stress Checks for Shoied & Un$hored Cil:ses ••• @ Bottom of Beam = 23339 psi < = Unshared OL Strc:s:s = 6940 psi < == ~ctual Shear Stress -4538 pai < ... Un$horect StrHs Check ••• 2400C psi (allow of 0.66 Fy) 24000 psi (allow of 0.66 Fy} 14400 psi (allow of 0.4 l=y) CMdlJSs +Mlf/Str) = 2521 e p~i < = 32400 p:;i (allow of 0.90 Fy} Mll/(Str:Top•n) = 487 psi-<= 1350 psi {allow of 0.45 Fy) $1wr.,d Concrete Strcs:s Check ... (Mdl-t-Mll}/{Str:Top~n} = 622 psi < = 1350 p:si (allow of 0.45 Fy) Alternate Un11hored Stress Ct,eck ... (Mdl + MIil / Ss .. a 1989 psi > 27360 psi (allow of 0.76 Fy) 510.0 in4 S7.53 in3 57.63 in3 1637.2.9 in4 318.93 in3 93.21 in3 78.99. in3 1992.38 in3 17.57 in 185.40 k BASIC SECTION PROPERTIES SHEAR C0NNECTI0f:' 0EFLECTI0NS---- Sean, Depth = 17.70 in Flange Width = · a.CO in Flange Thiokness .. 0.426 in Wa'p Thickness = 0.300 in Section Area ,.. 10.30 in2 Section Weight = 34.97 plf lxx -AISC Seatic;,n = 510.0 in4 ---REACTIONS··-· ... _ ··-·- Oaad +Const Comp•n•ite Max· DL + t.L I.aft Right = !S.23 s.·23 k = 18.87 18.87 k = 24.1 24.1 k V4.4A.3 {c) 1983-95 ENERCALC Vh@ 100%% Composit9= 1SS.4 k min(.86~f'·c'Ao/2 or As•Fy/2) V'h:Minimum Req'g = 185.4 k Total Studll R!lquired Per l /2 Span ,w Actuaf Nurl'lber of Studs = V Used For Oeaign - Connector Requirements ... 7 1 86.8 k Use 3 $tuds from 0.00 -> 4.25 ft Use 3 $tuds from 4.25 ·> 8.50 ft LJ3e 2studefrom8.59·> 12.75ft Use 2 :stt,Jda from l.2.75 ·> 17.00 ft Use 3. studs from 17 ,00 • > 21 .25 ft Use 3 iituds from 21.25 ·> 25.5.0 ft 1-tran:;tormtXl l•Eff.,ctive 1st+ (V'h/ Vh} • .5 ~ (ltr-ls) J For Shored Condition .•• 8qfote 75%'¼ Curing Con&tructjon Only After 75%% curing Total Uncured Oefl. ComP•>site Oetlection For Unshored Condition ••• Before, 75%% curing Const,·uction Only Attor 75%% Curing Total IJncured Oetl Comp·~,oite Def! = = = = = ,= = = = = = = 1489.6 in4 1098.1 in4 0.122 in 0.000 in 0.44Z in 0.12.2 in 0.565 in 0.264 In 0.000 fn 0.442. in 0.264 in 0.706 in R2H eNGINEERINg, KW06029 t I J 01/09/i997 14:24 702-7983797 R2H ENGINEERIMG PAGE 11 R2H Engineering, Inc. JOB NQ. __ 9_6---'C:_Ot> __ PROJECT ______________ _ BY ______ SUBJECT ____ ...:..,M,.::f;:__ZZ._. ____ -:--__ _ w1oxr1 lJV~~L= [4t;f 16 +)_'C' ~.:: 1.61 F. tw\ ~-lf.,"7 'K. <'. ~P. ~ 2 z.· k B1-i0 ti2.x_1q· c io) .Wo ... "4Sx 4.5 = o. zo 'K/4 \J\J t:~d14 + \ Sil ) J"4-i:l = tJ. 7 t 't<' f~ PDitl.. ~ 1-~St-4.t1'2 .... ·6.~lk C 6l' UA01 ier OtJTPUf . -+f--'7_. S_' -f 6.2.7-,.. DATE _____ _ SHEET 7 OF __ Sc!, . W.16i3\ Ct4y· 1/11, ··" t P r----_:·~..._____ w_ A. Wip.~ W2D-= .4-Sx .(5:;: r;. 21) i< /rt ~ · WuL; W~L,.·:( f4t!~o)~4S:: a. 74 k:/tt t4:.)I<. ~I ~ i.l.6K . ~0:~o~t~~sk!.ft: ·. ·W~t=·c.10.kffi 1 {2..S' 'l 6,s·' ·. · g;:4:0~· 45l2_'.~=ti,II I<!~. ~114L~ fl.H1So}<'2.S ::o,4/k/fe . P9.~ .s:2sK . Pi..= re.~, K . ( ~ c4, '-"'Ai>) ~2 OUT.POT Bq . ~Jl8,< t;O ( 8f4+·o':r 2) .?•o="f2.o.: ·.5.,6}<, (ai.Bi LoA·D) Pi.L ::=-Pi,,_,r :2o.4K · · .. P~1;c4'7k j· ri·t._; l~-9K · H1":. L0,4:D) . . . . ··wo=d.10 ~ 14.: ..... ·· · .. t,:.· ---------····· ~ 8.r2' t ~~2' f e.2' ,f'-~\t .. · 23.t:jk -?3.3K .. foR :t~1 , :'A-S Stt-Jl:\Le B f"Ait,' Sf.[ OtJf POr . . . . Ft1· -·+\..::= Ct.1+ii6 .. !l w~5+ o.t/½",<4-S~ = e 1.a'~ <HR"" ,;&'le 8rO ·w(8t&7 'M>tL ~ Qv°t X f.',. 'f::Sv.= o, \ <\ k/ft Po1·1,..-== ?'3.C'f_k ( t:,q Lo.A-o) -1!1• !611'.k <M.o ::-2J4'Y ~ . ,.. . f\. l'\,01\.' J.,,,~:o.4o",-. Rf,so . ot::: 01/0'3/1'3'37 14: 24 7027'3837'37 R2H ENGINEERING COMPOSITE STEEL BEAM DESIG.N 97 R2H ENGINEERING Scopa: Job#: Designer: Misc: Date: 12i03i96 PAGE 12 P11ge: 8 BEAM/SI.AB OAT A -· --······ -· DESIGN DATA SECTION PROPERTIES--·- w1 :Zxl 9 Fy 36.00 ksi AISC Section: Beam Span 23.00 tt f'c .., 3000 psi "" ,Beam Sp<;1cing 8.00 ft Concreta Dcnsit.Y = t 10.00·pcf = Sl-,b Thickness 5.00 il"I Stud Ciam~ter ·"" 0.7S in = 2.r.'.lO in Stud Height = 4.00 in Deck Rib Height Rib Spacing 12.00 in 6(,am Weight not added to· .tpp!ied loads = Rib Opening Width 6.00 in Srud Capacity = 9.55 k = Rib!! <;1re Parallel to 6ean, Allow F.b = 23.76 ksi Slab on ONE SIDE of beam n : Strength = 9.Z9 Using partial composite action n : OeflP.ctior1s = 13.91 APPLIED LOADS "Dead Loads" : l,;oa<Sa Applied 8cfore 75')(, Curing .••. Trapezoidal l.oad !I 1 -= 0.29 kif@ 0.00 ft from (4ft to 0.05 kif @ 11.50 ft from left Trupezoidal Load if 2 ,,. 0.20 kif@ 11 ,SO ft from left to 0.05 kif@ 23,00 ft from left P,:,ir,r load.# l = 1 .35 kip$ @ 11.50 ft from lt>ft "Live Loads" : Loads Applied AfttJr Concrct& 1-!aa CurQd ... Trapez<>idal load.# 1 = 0.74 kif@ 0.00 ft from left to 0.16 kif@ 11,50 ft from left Trapezoidal Load # 2 = 0.74 kif.@ t 1.50 ft from left to 0. 18 kif@. 23.00 ft from left Point Load·~ 1 = 4.92' kip$ @ ·1 ·1. SO ft from ·left (-ate~, ... 199.0 in4 S-ateel: Top = 28.97 in3 S-at,;,el: Sottorn = 28.97 in3 I-tr : ;::: 678.16 in4 S·tr: Top = 133.29 in3 S-tr ; 8()ttom = 49.67 in3 S-tr ; Eff. @ Sot. = 42.20 in3 n'Str: Eff. @Toi) .. 888.46 in3 X-X Axis From Bot ,::: 13.55 in V-horiz ~i) 100 % =-118.82 k . -----MOMENTS & SHEARS SUMMARY ------------ .D&ad Loud Alone • -16.0 k·ft Q.,.,t.l + Con$t 18.0 k-ft Ooad -!-Livi, = 7 4. 1 k-ft Liva Load Only 58.0 k-ft Max. L&ft Shear = 19,45 ·k Max. Right Shear = 9.05 k EFFECTIVE FLANGE WIDTH - Based on Span = 2.87 ft eas~d on Beam Spacing ·= .4.00 ft ... Eff~ctive Width = 2.87 ft BASIC SECTION PROPERTIES Beam 01::pth Flange Width Flange Thioknoss Web Thicknee1 Section Area Section Weight lxx • Al~C Section = = = 13.74 in 5.00 in 0.33S in 0.230 in 6.49 in2 22.04 pit 199.0 in4 ----:-· REACTIONS ---- Dead 1-Const Composite Max DL ·.!-LL Left -2.26 = 8.19 = 10.4 V4.4A.3 {cl 1983-95 ENERCALC Ri~ht 1.97 k 7.0S k 9.0 k Str4'ss Check:. for Shored & Unshored Cai;es ... @ Bottom of Beam = 21063 psi < = Unshared ,DL Stress = 6640 psi < = Actual Shear StrH& = 3308 psi < = Un$hored Stress Check ••• 24000 psi (allow of 0.66 Fy) 24000 p:;i (allow of 0.66 Fy) 14400 psi (allow of 0.4 Fy) ·(MdliSs +MII/Str) -23146 psi <: ... 3240Cl pai (allow of 0.90 Fy) Mll!(Str:Top"n) = 563 psi < = 1350 psi (allow of 0.45 Fy) Sl'lor&d Concrete StrA&& Check •.• (Mdl+'Mll)/{Str:Top"n) " 718 psi < = 1350 psi {.Jllow of 0.45 Fy) Alternate, Unshored Stress Check ... (Mdl -t MIil / Ss = .30687 psi > 27360 psi (allow of o.76 Fy) SHEAR CONNECTION OEFLECTIONS---- Vh @ 1 00%% Composit-116.8 k min<.sS•f'c'Ac/2 or As"Fy/Zl V'h:Mlnir:n11m Rsq'd = 116.8 k Total Studs Required Per 1/2 Span = As:tual Number of S~uda '"' V Used For Design ... Connector Requirements ..• 4 ·5 47.7 k u~e. 3 uuda from o.oo -> 3.i!3 ft U•e 1 st>,1ds tram 3.8~ · > 7 .67 ft Use 1 studs from 7.67 -:> 1 LSO ft Use 1 studs from 11.50 ,;;> 15.33 ft Use 1 studs from 1 S,33 • > 19.17 ft Use 3 iituds from 19.17 -> 23.00 ft I-transformed !-Effective 1st~ [V'h/ Vh)' .5 "(ltr-Is)! For Shored Condition •.. Befoni 75%% Curing Construction Only After 75%% Cltrfng TQtel Uncured Oefl. Composite Deflection For Unsliored C<mditio_n .•. Baforo 75%% Curing Construction Only After 75%% Curing Total'Uncured Oefl Composite Oefl = = "' = = = = = = 605.2 in4 456,6 in4 0.104 in 0,000 in 0.375 in 0, 104 in 0.479 in o.239 in 0.000 i,1 0.375 in 0.239 in 0.614 in R2H ENGlNEERING, KW060291 01/09/1997 14:24 R2H ENGINEERING 7027983797. COMPOSITE STEEL BEAM DESIGN 87 ( •••.. continu.d> t t i--a....--__ ,. .. , JLUu ____ ,., ·---· -·---,. ·-·--4 [ ,..._, ,· ·1,--. -:_~J ··7,,-·'. l V4.4A.3 (c) 1363·95 ENERCALC ':.~ ... ~t .... ~ .. .,t.t)(\t:i. htc,h tl•c.t,. ll10 w1',11t" .. e.oou .. i1001nc -?.:.aatn tl1:u(I ,ft,, -1nn1"· ~·-,m""t"" .. n ?~,,, R2H ENGINEERING llf..lU, PAGE 13 Scope: Job#: QG006 Designer: Misc: Date: 12/03/96 Page; P..,A '-"'Y't R2H ENGINEERING, KW060Z91 01/09/1997 14:24 702798:3797 R2H .ENGINEERING PAGE 14 I lll'v• R2H ENGINEERING Scope: Job#: q6oo6 Designer: Misc: Oate: l 2/03/96 Page: q COMPOSITE $TEEL BEAM DESIGN ea BEAM/SLAB DAT A AISC Section: w15x31 Bean, Span = 19.00, ft Beam Spacing_ " 8.00 ft Slat> Thioknese = 5.00 in Dl!ck Rib Height = z.oo in Kib Spacing .. l 2.00 in Rib Opening Width = 6.00 in Ribs are Parallel to Beam Sla9 on ONE SIDE of beam u~ing partial composit1:1 action --~---DESIGN 0AT_A Fy = 36.00 !csi t·c · -3000 psi Concrete Density = l 10.00 pcf Stud Oianietar 0. 75 in Stud Height = 4,00 in Beam Weight not. edded to applied loads Stud Capacity = 9.55 k AUOW Fb = 23 .. 76 ksi n : Stren9th "' 9.29 n : Deflections 13.91 SECTION PROPERTIES--·- I-steel $-steel: Top S-$tHI: Bottom I-tr : ·s-tr; Top S-tr ; Bottom S-tr : eff. @ Bot. n•Str: Eff.@ Top X-X Axis From Bot V-horit @ 100 % = 375.0 in4 = 47.23 in3 ., 47.23 in3 ., 1028.44 in4 = 152.69ir.3 = 72.71 in3 "" 64.5t in3 = l 102.87 inl ::: 14.14 in "' 145.35 k APPLIE0 LOADS------------------- "Dead Loads" : Loads Applied Before 75% Curing •••• T-rapezoidal Load # 1 -0.20 kit @ 0.00 tt from left to 0.05 I.If @ 12.50 ft from left . Trapezoidal Load # 2 = 0.20 kit~ 1 z.so tt from left to 0.11 kif Gal ·19.00 ft from l~ft Point Lpad fl 1 = 5.23 kip~@ 12.50 ft from left "Live Loads" : Loads Applied After Concrete Has Cured .•. Tr1.1pczoidal Load # 1 "' 0.74 kif@ 0.00 k from left to 0 •. 16 klt@ 12.!;o ft from left Trape.:oida! L,;,.id # 2 = 0.74 kif(@ 12.50 ft from ltift to 0.41 kif@ 19.00 ft from left Point Load If 1 ,. 18.57 kips @ 1 Z,50 ft from left --,-MOMENTS & SHEARS SUMMARY------------- 08ad Load Alone = 27 .3 k·ft 0,:,ad + Const = 27 .3 k~ft DBad + Live = 125.7 k-ft: Live Load Only =-98.4 k·ft Max. Left Shcilr 14.46 k Max. Right Shear .,. 21.57 k EFFECTIVE FLANGE WIDTH-- Based en Span = 2.37 ft Baaed on Beem $pacing ... 4.00 ft ... effective Width 2.37 ~ BASIC SECTION PROPERTiJ:S Beam Depth = 15.88 in Fl,1nge Widt.h "" 5.S3 in Flange Thickneaa = 0.440 in Web Thickneee = 0.276 in Section Area = 9. 12 in2 Section Weight = 30.97 plf !xx· AISC Section • 375.0 in4 ----·-· REAC:t"IONS -~----····-- Ooad-+ Const Compositi, Max OL + LL Loft Right 3. l-3 4.67 k = 11.33 ·16.90 k = 14.5 21.6k V4.•lA.3 {cl 1983-9S ENERCALC Stress Checks for Shored & Um;horod Cast1s •.. @ Bottom ot 6e._.m = 23377 psi < = Unshored DL Str&ss = 6927 p!li < = ~ctual She;r Stress :o: 4940 psi < = Unshared Stress Ctieck ..• 2400C, p11i (,1llow of 0.66 Fy) 24000 psi !allow of 0.6e Fyl l 4400 psi (allow of 0.4 Fy) {Mdl/Ss + MU/Str) . = 25 233 psi < = 32400 psi (allow of 0.90 Fy) Mll/(S tr:Top • nl = 833 psi < "' 13 50 psi (;dlow of O .45 Fy) Shored Concrete Stress Check ... ·. (Mdl-i-M1I)/{Str:Top•n} .., 1063psi <= 1350psi(allowof0.45Fy) Alternate Unahored Stress Check ... · (Mdl + MIi} / Ss = 31929 psi ;, 27360 psi (allow of 0.76 fyl SHEAR CONNECTION OEFLECTIONS ----- Vh@ 100%% Compo:iit"'° 145.4 k min(.85 •tro• Ac/2 or Aa •Fyi2) V'h:Minimum F!eq"d · :::, 145.4 k Total Stu.d$ Rec1Uir11d · Per 1 /2 Span Actual Number of Studs V Used J:or Design = Connector Requirements ... 7· 7 66.8 k Use 3 stud• from 0.00 -:;:,, 4.14 ft Use 3 studs fron, 4. 14 • > 8.28 ft .Use 1 studsfrom8.28-> 12.41 ft lJsfl l studs from 12.41 -> 14.61 ft Use 3 9tuds from 14.61 .::, 16.80 ft · Use 3 etuds from 16.80 • > 19.00 ft l•transformsd I-Effective lst ·dV'h/ Vh)' .5 •otr-l11)) For Shored Condltioo ..• Before 75%% Curing Construction Only After 75%% curing Total IJncured Oefl. Comp,):,ite Oeflection For Unshared Condition ... Bitfore 7504% Curing Con&truction Only After 75%% Curing Total IJncured Def! Comp•n;ite Defl = = = = = = .. = "' = = ,.. 907.6 in4 736.1 in4 0.070 in 0.000 in 0.252 in 0.070 in 0.321 in 0.137 in 0.000 in 0.2S2 in 0.137 in 0.389 in R2H ENGINEERING, KW060291 01/09/1997 14:24 7027983797 R2H ENGINEERtNG COMPOSITE STEEL BEAM DESIGN B8 ( ." •••• continued) 1 + 1-----,--· , ... Iii'__····--·_··-·· ... ···--i V4.4A.3 (c} 1 !383-95 ENERCALC 't.UtJ•n •••• • .,-::.uatn f1hJf\ ..a.c1e. llu, w,4t:"i.,; ru1,n. :"1C\•r:.1n:3 • 1~ m"h" _,. • .,._. ,, ...... -:tnntn. Dtot"'••,..--n ?!':tn R2H ENGINEERING 11tn;,. PAGE 15 Scope: Job#: Designer: Misc: Date: 12103/96 Page: GA R2H ENGINEERING, KW0602Sl 01/09/1997 · 14:24 70279837'37" R2H ENGINEERING PAGE 16 I 1~11:i, R2H ENGINEERING Scope: Job#: 96oo5 Designer: Misc: Date: 12103/96 Page: 10 COMPOSITE_ STEEL BEAM DESIGN 69 Bl:AM/SLAB OATA AISC. Section: wlSl<50 Bel!m Span = 2.4.60 ft Beam Spacing = 8.00 ft Sl~b Thickneas = 5.00 in Deck Rib Height = 2.00 in Rib Sp.i,iing = 1 2.00 in Rib Opef'ling Width = 6.00 in Ribs are ·purallel to Seam Slab on ONE SIOE of beam U11ing partial composite action · ··· ---·-· · OESIGN OATA ~ F,y .-36.00 ksi f'c = 3000 p&i Concrete Density = 1 ·1 o .oo pct Stud Diameter =< 0,75 in Stud Height 4.00 in 8earn Weight not added to applied loads Stud Capacity => 9,55 k .Allow Fb = 23.76 ksi n : Srrangth 9.29 n ; D.tfl11r.tions = 13.91 SECilON PROPERTIES --- I-steel 5-steal: Top S-:m:el; Sottom Hr: S-tr : Top S-tr : Bottom S-tr : Eff. @ Bot. n•Str: Eff.@ Top X-X Axis From Bot V-horiz@ 100 % = 800.0 in4 ,.. 88.94 in3 = 88.94 in3 .. 1929.59 tn4 = 246.46 in3 .. 127.27 in3 = 113.36 in3 =-1758.20 in3 ... 1S.16in .-188.19 k ·APPLIED LOADS-----~-------------- .. Dead l,oada .. : loads Applied Before 75% Curing •..• l:Jniform Lo<Jd If 1 = 0.10 kif Point Load If 1 = 5.60 kips @ 8.20 ft from left Pr;int Load II 2 .,.. ·5 .60 !iips @ 16.40 ft from left .. live Loffds· : Luads Apolied After C1mcret1t Ha& Curi,d ... Poin-t Load II 1 = 20.40 l(ips@ 8.20 ft frr.,m {11ft Pr.iint Loi.Id # 2 "' 20.40 kips @ 16.40 It from left SUMMARY---·-··-------------·, MOMENTS & SHEARS Dead Lo.ad Alon" = 53.5 k-ft Dead + Const 53.S k-ft De.ad + Live = 220.8 k-ft Live Lqed Only • -1 67 .3 k-ft Max. Left Shear = 27 .23 k Max. Right Shear = 27 .23 k EFFECTIVE FLANGE WIOTH --- 6ased on Span = 3.07 ft Based on Beam Spacing -4.00 ft . .-.Effective Width = 3.07 ft BASIC SECTION PROPERTIES Beam Depth = 17 .99 in Flange Width flange Thickm,ss We.b Thicknesa Section Aro3 S-,ction W,aight · lxx · AISC Soction = = = = = 7.49 in 0.570 in 0.355 in 14.70 inl 49.91 pit 800.0 in4 ------------REACTIONS ----- Dead +Const Compositi, Max DL + LL Left ~.83 20.40 "' 27.2 V4.4A.3 (,:) 1983-95 !;N!:i:\CALC Right 6.83 k 20.40 k 27.2 k · Stre,;s Che,~ks for s·horvd & Unshored Cai;es ••• @ Bottom ot,6eam. = 23370 psi < = Unshored DL Stres:s = 7216 psi < = Actual Sh~ar Str,:?ss =· 4264 psi < = Unshared Stress Check... · 24000 psi (;;illow of 0.66 Fy) 2.4000 psi (allow of 0.S6 Fy) 14400 psi (allow of 0.4 Fyl <Mdl/Sn·MII/Str) . "" 24925 p!;i < = 32400 psi (311ow of 0.90 Fy) Mll/(Str:Top"nl = 877 psi < = 1350 psi (11llow of 0.4S Fy) Shored Concrete Stross Check ..• (Mdl +MH)/(Str:Top 'n) =· 1157 psi < = 1350 pai (allow of 0.46 Fyi Alternote Unshorod Stress Check ... (Mdl + Mlil / Ss = 29787 psi > 27360 psi (allow of 0.76 Fyl SHEAR CONNECTION DEFLECTIONS---- Vh@ 100"k% Conipo~iti,= 188.2 k min(.85'f'c'Ac!2 or A:,•Fy/2} V'h:Minimum Req'd 188.2 k Total Studs Required P~r t /2 ·Span Actual Nurnbcr of Studs = V Used· for Design Conno:ctor Requirementa ..• 8 8- 76.4 k Use 4 studs from 0.00-:> 4 10 ~ Use 2 studs from 4.10 ~> 8.20 ft Use 2 studs from 8.20 -> 1 2.30 ft Use 2 studs from 12.30 -> 16.40 ft u;~ 2 studs from 16'40 • > 20.50 ft Us6 4 studs from 20.50 -:> 24.60 ft 1-tr::instormed I-Effectivo , 1st+ [V'h/ Vh) ".S ~otr-lsll for Shored Condition ••• Before 7S%% Curing Construction· Only After 15%% curin9 Total Uncured Oefl. Com1Naite Ocflc:otion For Unshored Condition ..• Before 75%% Curing Construction Only Aftor 75%.% Curing Total Uncured Oefl Comp.,:,jte Dlffl = 1704.3 in4 -= 1 l76.0 in4 0.149 in = 0:000 in "" 0.487 in = 0.149 in = 0.616 in = 0.256 in = 0.000 in = 0.467 in ,.. 0.256 in = 0.722 in R2H ENG!NEERINy. KW060291 01/09/1997 14:24 R2H ENGINEERtNG 7027983797 COMPOSITE STEEL BEAM DESIGN B9 ( ..... cori~inuad) !lifITTIIIIIDll11nn11,oiuum11&o.:!1.!.9.iunnull!llllltW11111mmumnurn f I ; ... ,.,_ l I .----------------------, h___,.l!~~r--'L_ .rt '.i.Q01n ,, •• •Jz.uutn nt,jn d•ct: Htb W1dtt. • f." J)fJ1a,, ~f\.C1rl'J -I:[ fJl,1t1' ~tud ~, .. .,._,,u,n. nu•mAh1r -l°l ·"'"'"' V4.4A..3 le) l 983-95 ENERCAL.C R2H ENGINEERING ··''-'"'· PAGE 17 Scope: Job#: Designer: Misc: Date: 12/03/96 Pagi,: l! R2H ENGINriC:RING, l<W060291 01/89/1997 14:24 7027983797 R2H ENGINEERING PAGE 18 R2H Engineering, Inc .. PAOJECT __ __:t:..:0...!:.T......;.46_;;;_.-__,.. ______ _ JOB NO. tt6oob DATE Dt!c. ~ · q(:;. SY __ ~_J_,J. ______ SUBJECT ____ . .!.-fv'.?..:l f:..:-Z::..;Z.=----__,..-----· SHEET f2. OF __ •. I • $2 ~Jtb~;~ .· . -~Dt 1.."= 0~.2-1 x /.1 =.r;, 36 l</ft ·· P,.o~~~-:7. :z s 1<.c 8'i LOAo) . :· .. ;P~~~::5.171<. ;(8.6: U)to) .. : '." ... ::P.lo..:1.= J.21~ 15·= s.,s~ ·· ... . . ~f-1~ .. 8;.o't < .M~.:: !Goi~ , . ~ \ lJ~~40 "(''3t ~t-4+~+1') ... P1~1..? b.i1 '1..f;;: /. 7.~ . . Pi~~-;. P1Di't:'.: 2.6,o-3-7 ~ 22."5 K (!1 ,6-:. Lo.A-D) .... :··.· . ( ---3~1 /( fCR. L,L. R,f.·OUCTION) · · · .. : · .r~b;.2;: :rz;.,;k · .(FI! ~A:P) .~PSot·i~·-··=1~i .. :t;1~. 2o~fK ( 54 LoA-D) ·. · ·_ P,.~ 6:7k)C:.6z .. LOAc)·· ·· · · \-0.1>.tl ~ o·. ~-6 k r-4 -· · .. . . : .. : ... ·..:.io.A··=-;.7~-G't. ::.,: ~. :, In ..1,.:.. · · r ··::. ().._; . . . '. ~--. . :! ~ :' . •. 1,P, .t-CI f.. . , Lu, u) p~ ~. ft. f' .. _ ... ·.· 6-.7, t:1------1-~-q.1_1< ___ ~ ~ o .(;I 11 '"l -7.' G' I . , I~ . 1' o L 'J, e ~ 1 ~1. 1 . ·-'~,.. . ~ . .. . . , ... ,., . . . .t'1-~-t4:S.b'~., AS>VMc· StN~1tl: Sp,kA! CoMPO~\'fE etAM ,· SE.f. c)'..,l'ff Ur . . . ~-. . -'.... ';. . . . . . ; ... . ., . . . . . • • ,, t ••• -; . . . . . . . . . . ---.. · ... ·:· ··.· 01/09/1997 14~24 7027983797 R2H ENGINEERING COMPOSITE STEEL.BEAM DESIGN G1 R2H ENGINEERil'IG tmt:: Scope: Job#: Designer: Misc: Date: 12103195 PAGE 19 '-76co6 Pa9~; !-3 BEAMiSLAB OATA -OESIGN OAT A SECTION PROPERTIES---·- AISC Section: wl8x40 Fy = 36.00 ksi Beam Span ::s 23,90 ft f'c -3000 psi Beam Sp;,cing = 8.00 ft Concrete Density 110.00 pcf Slab Thiokmt88 = 5.00 in Stu'd DiaJTI•t~r -~ 0.75 in O~ck Rib ,Height = 2.00 in Stud Height "" 4.00 In Rib Spiicing .. 12.00 in Se.am Waight/$. AOCcO to appli&d loads Rib Opening Wid.th = 8.00 in Stud Capacity = Rib5 are ?sraltal to Beam Allow Fb Stab on ONE SIOE of boarn n: Strength = Using partial composite action n ; Deflections = APPLIED LOADS "o·e:,(i Loade-: Load$ ·Applied Before 75% Curing •••• - ·-Unifonn Load II , = 0.10 kif 9.55 k 23.16 kei 9.29 13.91 l·st111II S-st~el: Top S·steel: Bottom I-tr : S-tr: Top S-tr : Bottom S·tr : Elf. @ Bot. n •str~ Eff. @ T<)p X-X Axil! From Sot V-honz @ 100 % Point Load# 1 = 5.55 kips@ 6.;io ft.from left Point l.oad # 2-"' 4.94 kips(@ 14.40 ft rrom left ?oint Load# 3 = 5.22 kips.@ 23.40 ft.from left "livQ Loads" : Loads Appli11d After Concrete Has Cured ••• Point Load II 2 = 10·,35 kips@ 14.40 ft from Jeft = 612.0 in4 = 68.38 in3 = 68,38 in3 = 1599.37 in4 = 220.67 in3 = 102.18 in3 = 87.30 in3 ~ 1426.88 in3 = 15.65 in = 182.IJ4 k Point Load 11 l ·= 1 &.75 kips (§) 6,20 ft from'left Point load·# 3 -15.58 kips@ 23.40 ft fmm left .. ,. ·· · · · MOMENTS & .SHEARS SUMMARY_, ____________ _ o·ead Load Alone = 53.1 lc·ft 0Etad + Cooat • = 53.1 k·ft Dead + I.ht& = 158.4 k·ft Live Load Only = 105.3 k-ft Max. Lett Shear --24.71 k Max. Right Shpr = 37 .04 k EFFECTIVE FLANGE WIDTH -- Based on-Span = 2.99 ft Based on Baam Spacing = 4.00 tt ... Effective Wldtt, = 2.99 ft BASIC SECTION PROPERTIES Beam Oepth = 17.90 in Flang• Width .,, 6.01 in Flange Thicknaaa = 0.525 In Web Thicknaaa = 0.3.15 in Section Area = 11.SO in2 Section Weigltt 40.06 plf lxx -AISC Section = 612.0 in4 -----REACTIONS ---- Dead ..--Const Composite Mi,i< OL -t-LL = Left flight 7 .86 11 .20 ·k 1 <,.65 25.84 k -,.. 24.7 37.0 k V4.4A.3·(c) 1983·95 ENERC:ALC Stre83 Cheak:; for Shored & Un:shored Cases ... @ Bottom of.Beam ;; 21767 psi <- Vnshored OL Str&Ss = 9317 psi < =- Actual Shear· Str.es:; = '6669 psi < = Unst1ored ·Stress Check. .... 24000 p1;1i (allow of 0.66 Fy} 24000 psi {allow of 0.66 Fy) 14400 psi (allow of 0.4 Fy) {Mdl/Ss + MII/Str} = 23786 pai < = 32400 pal (allow of 0.90 F'y) Mll/(Str:Top•n) =-616 psi < = 1350 psi {allow of 0.45 Fy) Shored Concr11te Stro$S Check ••• (Mdl + Mll)/{Str:iop"n) = 927 psi < = 1350 p!li (allow of 0.45 Fv> Alternate :Unshored Streaa Check •.• {Mdl -t-Mil)/ Ss -=i 27790 psi > 27380 psi (allow of 0.76 Fy) SHEAR CONNECTION DEFLECTIONS----- Vh@ 100%% CompositQIA 182.8 k min(.85 •t•c• Ac/2 or As•Fy/2) V'h:Minimurn Rec:(d = 182.S k Totlll Studs R.iquirsd Per 1 /2 Span "" Actual Number of Studs = V Used For Desi11n = Connector Requirements ••• 6 e 57.3 k Use 3 atuda from 0.00 ·> 4.78 ft Us11 2 atuda from 4.78 ·> 9.56 ft UH l studs from 9.56. > 14.34 ft Use 1 studs from 14.34 • ::> 1 7. 53 ft Use Z ,~uds from 17.53 ·> 20.71 t; Use 3 studll frgm Z0.71 ·> 23.SO ft 1-tr~nsformed I-Effective 1:st -t-{V'h/ Vhl •• 5 •(ftt-lG>} For Shored Condition ••• Before 75%% Curing Construction Only After 75%% curing Total Uncured Oefl. C(Jmp~sit& Deflection For Unshared Condition ... 8efor8 75%% Curing Constrnotion Only After 75%% Curing Total 'Jncured Oafl Comp.:isite Def! = "' -:" "" = = = = = ::: t416.3 in4 1062,2 in4 0.175 in 0.000 in 0.361 in 0.175 in 0.538 in 0.305 in 0.000 in 0.381 in 0.305 in 0.665 in R2H ENGINEl:RING, KW060.291 -- --- - , 01/09/1997 14:24 7027983797 R2H ENGINEERING PAGE 20 R2H Engitteeringt Inc. _ lt>T46 PROJECT··--····----·-·-·· ----. . . ·--· -·----··-· ---·- JOB NO. __ g_~~6_. -·-·· !Al't,8.47 DATE .. ····--··--·-·--····· ---- BY. __ ...:"5:.....,-_lrJ_.______ SUBJEC1" _ --· _ -· ··-. -M _fZ ~ ... -· LATfR.A-L DE-$! 6~~ · $El$ MtC Lo Ao : 4~.ok _· · C-SE€ 7J£Sl~t-j lOA-o) ·. -.c:.Gf" ·-;~ ·_q,,q, 31,1/~t 49& x3J.J/3 = 14.o'- . : . '1 . . q,q + 4q<, . . ~=-q1~,czq/z-f,4.qbl\('l'\Hl-~/3):. z?>:Z' . ~ . '}l'~.f 446 ... ~!6\0~t'( : .. Cet,,\T~R :: · > · .· · A--ssuMf" ~l Col\JMt\1$ ~/ SAM£;- . . , :~'S:C.J10~ , ~A-r.·tE HI. .. ... " .. : .. ·_coiuMN :c (-tt) ~ ( (-t) ··c·, 1-'? 10.5 .. C-z: /.$ .3~) c~. /-C, 4~.~ .C4 IJ~? 4-3.0 .. eel 27.0 2,.0 ~ . . . .. C:6· . 25.?. 0,$ .. ( c1 a,i:; o.~ ;c~ ~ : 1.i;i3tn,~-,.11.0+2~_5 .. 8.S-:. ,r.c' 7 + i . I I'(\ , ;;. i I I i l -,l- I I I I -I 01 • l i, ~ ! ~R := ,~s-t3+-\+4l.;1-4-;,o t 2s. .. o -t·o,_s·n:. = 2 ~_~, T.S 12112)( 1/2 fOR Au •. CclV!t\-tJS. . ·t .4-SHEET_ ---·-.. QF _ .. -··- t~ l + ~ 1:1c; C C4 0(:'?. ------· ----- R,~C,G, C?o ,,s· t o,, _(.7 a, X l 31-7' l '1 1 . COL(.) M"-i .Au.11...J Dt L 47 t\ r> ~ 4-e>S 1< ( \c) = ap )( ,2.2 = .24.4t) · '2.0,11~465= ',~K ALL ~L.lfMN P.o .. c. <'f~~ > ~lxTtjCGONl\-1.. Efft,c.fs· w:,r ~&'o - 01/09/1997 14:24 7027983797 R2H ENGINEERING PAGE 21 R 2H Engineering, .lnc. Loi 4-6 PROJECT ... --.. ---··-· -· -........ ····-· ........ ···---. -· ·--·-- JOB NO. q 6 oo~ ----.. -DATE __ TM, S, .. _q-7_ -·--·- BY __ J....,..,_~_. ___ ... SUBJECT·-----·-····----·~ ...... ~:~ Z_!: __ ..... _ .. SHEET ___ j __ 2__ OF. ... _ loft ·ij:-s. · $f-fS~llC -~~~~O~NTAL Tofc--Sh)N ; (1+.o' ~ H.o· -r 1-~'))( ~-~K: 220,a'k . . --....... - · .-~f<-,'.:~-i:N ... 'SE-f SM1C. . · : ··_· ·.i.\C.CL9fN T A:t r~II\ s1ot\ ~ ('2 ?,')'... z!.'2 ~ 3~ o .. ) t 4.8..oK i: 148,8~1<. . .. ... · ... : .. . ·····. -•, .... I I -.~ot.;_·· -:--~,.· .. r ·R~' R':J,' l Rt.:q1. R lf) V-rN-~ Vr~~w C~TICAL CAff Ct. ::.GJ/i .. -:/ 2.t> -q.s -(2.5 qo.\ 164 -./J, 66 -0,6 VE~w-==7.S 1.tv/ V~.:c,4 c.~~ -:.Cl,.~-. . · 11.0 .q.~ 11,0 ({O '~ ri,. -o.66 e,t; VE.-w•:7,f: 1t-1/V~s= 0,4 j <;:-~ ... . -q .. c, Zh.O ~ '1-t; 26.0 qo,1i 616 -o,66 ,.2 vE-~"a.1 WI Vrr-5 =-o. 4 .• t • ' . ,:··-~41,·:· .. , ·:·05,.· .. 1t7 o., ,q. 1 (i.?· =¼88· 0 o,q VE4-i=·1,a w/V~-r-~-- .er;: ___ iJ6,D-. /\ 7 tb-0 .. · 1 .. 1 2.,b . ? ·1-13 tJ, l VN·Sa:·8\q . (AJ/1/e:·~1=0,l I ' Cb~-·: .. i.4~5. -22.~ -14-5 -21.8 210 520 1 .. 02 -,. l'. V ~-~ = 8...o: 'f-1/ V;-w~ 1. 6 l c·'c·: ... ~-213· -22-~ w?C.. -22 .. ~ 6:~ s20 -OJ8 -I, f VE"-W"'8..0 · w/VN-5 .. o.3 . .. . ... . . ._, I ·---,. Z~ .. .. 0 0 74-~ 23q2 0 0 I . ~ -··· .. . .. -· :· ........ ·· ... . · : ._N01f":· .VY.::=: -~E-IS~'l/t I..OA-D /7 : 4'il,0/7 = 6.G ~ , ,_-·,v· , .. -~ .. . ~~I •.•. ,-; g. -tJ 704 /9 , : ... r1e:!>--:-r ~~'l + i l{c,·,'i. ~ . z20. v -. .o . I',:, .. ! ...... : •• . : . . · = .. ! .. · <.:: .. ;·_ ·:vr .. · · ·-: · -R ~-, -· 412 °' 47 .. r.• . · : . ,: . · . ~'IIJ."."' . i 1. ; ·1 c,,,v :: 0,1) -;, i<.~ . . ... l..Rcx'l.2. + i. lHl > · !>TliR\' O\'.SPLAlf MEr-\T ~ T$ 12:ir'Z.t l/2, C :> : 4.it. = o,61 11 , t¼ ~ 0.0-:>'1 , Ln,r1rl .. (~.t1··0-~1.ft.: O.bl''~ tJ.~04/2. h C6, ~j ~ O, 6o'' ·, 4z= ~J1." A.-rorAl.: (c.160' +a.,2~ l'.t:: Ohl'' =-0.0042.h ·,~~t)N.C\'SPl.ftCt".'\CNT~ !(-= ~E-t :) 3y2q;c.tobx4~~ al:$.-SIC/~ · : . rt (t2--ll /2. .), ... T .. ·a.3i Fi= ·o.~z~j...-d.,....t\-.,~--:f,--7 == o.;~ 5?c., < o.7._Sf?C, · AAIJ.o\o\J!:: :,.~sh > ~.~o 4'2 h-, ok 01/09/1997 14:35 70279837'37 R2H ENGINEERING PAGE 01 R2H Engineering, Inc. PROJECT ______________ :...--- JOB NO. q6oo6 DATE J"'AN • ij • ~b BY __ .S_._W_. __ SUBJECT __ .....:M....;._E-Z_'Z. _________ _ SHEET 16 OF __ . . : . J···. -.,,. . • •• • •••• _..... • •• • 1 • -•••• . '. cc1:-u~~:_:.:·:s~G.11t;:. ::CME-CK ! ft.= /2.S' I rs ,2x1211(2 . :· ~~:-·~ .. :~:· coL.: .. ,. .. -i·Pp~~(;.;",r)·;·I<' nr .v~~'lt,t(. 11,,,."-lf. 'K AISC UNIT'( .-t::·:: .. ~,;~ (~1111)~ le =c. · .. ; .·. c.Jd SC-Et 1) : I. .. .. .. ,1u .• J . I . :i . . . . ' : · ·.: '.:.c.z. :· .. ~:. :/:Z~~~ .. -.::tScf..:0.1) 7.-~. · ~ ·· ·:· :···ii_-;f··-~--:-.... -t··1q!,l-··~·sEF6t) ...... ·-.a·\····: ... : ·; . ;-J~i: :: ·.:.·· ---:: .. 6~:oi" ... c re:-:asx : .· ~::a: ._: · :;. . : . ic5i: ... ::. ~; .-~ .. :~. ~·c;~7t ·.1s~e· si, .. ., e. i: : . . :c6·:· .: ·:_· .:·_4$..Cf· .-cfee.-.51~) . . q~6 ----: .. .. . ··-< <--·~ ··:-Et· ···sef e·· T ..... . 8 , :· . .. ·: .. .C:-1:-....... , . : _ .~ . .( . . 10. , .. . . ...... . ·- 101,7 (Ot.4- . ·tf~.5 ··. iof,4 :. 10;.~. 124.8 i·o.7;1 OK . : ·.· ; . :_·: . ! \ :3o.7· . ·.. · .f"Y . ..: ! !'.5 O· ...... '-'f'-. . . .. .\ ., • .. . ' ........ '.·· ., .. 0 "''j',' •... OK. .. . . . : . I..,, .... · ok · · .· · · :· l 3~fJ' :-· · · : . . · .. '"l'""": . ' .•.. . 0,6$<.1-~~ •. d~ .::. , ... ·.=·~-r,.:44 .. 6··:·" . 0.8-f" l.~3. 0~ · . :. [· Z4.;i ... . o K · . .. .. . .. ... : .·.-_ ... :;:.·· .:~~·5: .-.... . .... .; .... ; ... ; ...... · ........ .. ·. : . ·~o-r-~ ···:--J;:,. :· ..... 'y:. ····v: . ~~ l e-€1 1t::.. G,n c 11 1i'1C',lL. ;,&:~.·~,r,:.j~.> .. ·:.·.· . · . . . : ' .. (.n .. -:1-t?··:: .. --~·.C:lo\~·--~ :'-'. ~-1v t .. N.·5 .. · "':' JH -7 rvr-10-. . /"i "" .. ) . .... i · : .. i . .-:~. t::·:-_)J1i~-~· i. :.v~~ x.. t:s.o·, . · -. . . · --. ·. . . ~ :-.-.:: .. :--:·' .... . ; ·+· ..... :.-;.+, ... .; .... ~~.,_.' ... : .. ,. ..... : ., c:A·t·1,$· X z.;&.>· · · · .. ~I.. , · · . · ·> · · .. .-.... !-:._ .. , .• , ,.. ' ·j ·i· i...: ·--:-·· i··+··'.···-'---f'o+t..-(t'',-.) ·lF--; :;~\ · 0 . ("o ... ~ P.,tl.c~ )tOJ>Zb)I' .,z ~ ·~.;t;/.PC'f"z. ,~~) + ~·1f-'. .. ,.. . ... . ... ...... ' ... : .. ! .. ·y_---'[5·:.----: .~:";. :·t;·~:t;'~,t 86 ~. . . . .. ' ..... ·. ·.--.·· .· . ·. -~ ; .. ; ... :. __ ; .k. \ ~-: ; .. . !· : ..• ··" . . . . : .: ··~-· .. . . .. :· ... -· . : .... : .. r ---.... ! . : . . . . - .~:·:· i ... : --·;) ·.!;;~~f~;.:: > ;oit,~~1-, i ·c ~ ·.· :~: · Sefs~,c,·tn\O ::·.-.... :.sa::·.--t:~·:p;,~ --;·. · .• .-.. • ..... • .... :1-, • .y. .. .>--~~-~: ... : ,., ......... ~1~1. · .. r:0 ... 'r.b:t!...t~). t · .. . · · .............. ~ .. !---.-~1· ... : ,·, .... . y: : ;dL;1/Ti~&or,;<sLJ11<1.'srlE : ; • -p,; . . 'Pc Ms nP M'{{e:~r:,M ~/lAR(E,W.) ; .. , :·cc·:,--,---··; .. ··· :·--·'7.'5' 1(1.S'f :f.$1 . .f7.4 ·42,1 .. 102.7 .#S@tZ;'.·.·:.·.-.. : ·i~·@12:' . . ~.:\: .. :· .. ··, .. ··:.: c.· 1_·.::.~.:~::~.: .. ~·:, .. :::i.~.·::i~· .. ~.1..:.~.·.·:;.·7 .. ~5 .. ·.X, .. :, .. s' _·=.· .. · ... :·· ... q~1..: 2.f .. '2. . (CJ{.4 . # @2''"':""":~: 16!"<J 211 .? t • . .. • ... CA.Ji ... ~.! • -;-_=--i :c3·--:··~--·-._--;·:_-:.7.,;'·x7.5··':1-Z..o'' 6.1. 13,~ 1105 ·'· *1e·~12.'':·:;· .. "".·--;·1f6@IZ'r, · .: ·::; 2/ ·i .. ;·.r. ·;:·:·. :: .. ~··) ... <: ... :.:, .. : · , ..... , , ... · · · , · · :.t.c;~··t";::i.·~.::;.~·;.::·>·m,z.;· : ... ; .; ... ; ... f.-.u ... ~.· ... : .: ... ~.· .::7 . .-~ J. L~ ·X: ,~; .. · : · .BS· 4S.4· · · ro 1:4· ~ .i.~ r. ··. ;· ......... ,.Q.~ . ; : : . ·c·· b_.i .. i. .: ••. J. '. -; ..... ~ .:, · . .J .'..,.'_r t' t.1 . . . "'A a· . L . . ~ .· . J .. s·l'::rf!''' ... : .... ·.· .......... ",·.z .. ~. 1.~''. ·; ... : ... : .. : :.,.( .. [ .. ; .. ; ... ; .. :.;.·.~-0'1.~-0A.'7:.: . z.--,..,, !:!:>1·7·. fO?.;: ~ l"."Q.\ll!' : ' t, ; .. : .: .... , .... ;. · Q ·,. · ~ 1 . '1, ; . j8 · · 2.''. --: ..... '. : . ·, · •• · · ·. · .... : .':. -c· :-~:...i-... : .: ·'· ... r.J:.a '!-... Git.a.'/.. ,0 ......... l.-... '33,0 124$ . ~6@! , ......... #.6@ 2 .. . . ~ : ;. :":CJ(\··: .. : .. : ....... ·: 8..d' :if~.o' !>t .IJ..,'b7' · :3?>' . 6--~· . ro 7.9 . · ~ G@il''. · ... ~·6·@ 17.." , .... : ))";·:.~··::-~;. :'' --:: ·.··,--·. ·,; :"· ... ; .. _.: ' : ·: .::: j~ 'J4ti.,.. 11£ 1~i~ . . . .. ' ' .: . : .:,• . ' . . . . . : . .. ··:--·. I•: : 'f ... :· ...... ···:· -:·· ·:·· .. . .. :_ . . . . . ~ ·.·: r . .. . . . -.. . . : ~ ·. . . . . : :. I. • : ••••• • -• . . .. .. ·~ ' .. . ' ~ . ·-. : . : .. .. . . -...... ·." ~. . . . :· . ··~· .. -. . . . .·· ..... · . : ......... ; . . . ............ ~-':'. -· .. : ... ·, " ...... , .......... . . . • .•..•. : .• J, •• . ............. . ·!· ......... .. 01/09/1997 14:35. 7027983797 R2H ENGINcEFUNO GENl:RAL FOOTING DESIGN JSIS 96008 C1 FOOTING DESIGN DATA Allow. Soil Preaaure = 2500.0 paf ..• Short Term lncreaae = 1.33 Base Pedist31 Height = 0:00 in R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: OT /08/97 AXIAL LOADS DIMENSIONS Ce.tel Load -= 17.40 k Width Al,mg X-X Axis Live Load :: 42.1 k Length Along Y -Y Axis Short Term Load = o.o k Thicknen PAGE 02 Paoe: lbA = 7.50 fT = 7.50 ft = 18.00 in Seismic Zone = 4 ••. Ecc. Along X-X Axis = 0.00 in Column Dim. Along X-X Axis = 12.00 in Ov;,rburden-We1gtit = 150.00 psf ... Ecc. Along y.y Axis ... 0.00 in Column Dim. Along Y-Y Axis = 1~.00 in Live & Short Tenn Loads Act Togcthur Concrete Weight --150.0 pct Y-Y AXIS ~OTATION FO~CES .... Pressures @ Left/Right Moment; OL Shear: LL = shortTerm - OL LL o.o k-ft o.o k·ft 102.'1 k-ft 0.00 k X-X AXIS ROTATION FORCES-·- .... Pre~aures @ Top/Bot Moment; DL LL Short Term = Shear: DL LL = 0.0 k-ft o.o k-ft 0.0 k-tt Short Term "' o.oo k 0.00 k o.oo k 0.00 k o.oo k Short T-,rm = SUMMARY------------------- Soll Preaaurc Moments & Shears------ O+L D-tL+ST M.ix. Allowable M<1:,c Pressure Allowable Pressure • X' Ecc. of Resultant 'Y' Ecc. of Resultant -1432.S psf 2893. 7 psf -= 2500.0 psf 3325.0 psf = 0.0 in 15.3-in o.o in 0.0 in Left Mu/Phi Vu:1 Way = 17.4 k-ft Vu:2 Way Overturning Ratio = RljJht 33.9 psi 56.~ psi 2.9 :1 Top 93.1 psi 186.2 pal 1.5 :1 Sottorn SArvi,;e Load Pressures ..•• DL + LL = 1432.8 psf 1432.6 psf 1432.S psf 1432.S p~f Dead +live +Short Term = 0.0 paf 2893.7 psf Fitctored Load Pt&81!Ute1 .... L~ft Right .AC! E;q 9-1 . 2230.4 paf 2230.4 pst ACI Eq 9-2 0.0 pis( 4051. 1 psf ACI Eq 9·3 0.0 psf 1243.9 psf f'c Fy ~ .. bar Cl Clear to Soil Min. Steel% FOOTING DESIGN-----------= 3000 psi ·m· =·Fy /{.8!Wc) = 60000 psi Vn:1 .... 2(f'c) ... 5 = 3.5 in Vn:2 .... 4(f'c),. .5 = 0.0014 = 23.53 = 109.54 psi = 219.1 psi F.ACTOREO SHEAR FORCES-------- ACI 9·1 ACI 9-2 . Vn ~ Phi Two-Way Shear .., 56.89 pal 49.40 pti ACI 9-3 9.29 pi1i -2.36 psl 8.~5 psi 2.99 psi 2.99 psi 186.23 psi 93. l 1 psi 93.11 psi 93.11 psi 93.11 p~i · Qne-W-ay: Vu @ Left , On&-:--Way: Vu@ Right = On&-Way: Vu @ Top · "' On_W.,.y: Vu @ Bottom = 19.02 p$i -0.94 ,p&i 19.02 psi 33.94 psi 19.02 psi 16.48 psi 19.02 psi 16.4a psi FACTORED MOMENTS----------- Mu/Phi @ Left Mu/Phi @ Right Mu/Phi @Top Mu/Phi @ Bottom' ACI 9-1 ACI ~2 ACI 9-3 Ru 10.0 k•ft -0.0 k-ft .• 1 .0 k-ft 47.6 p;i = 10.0 k.ft 17.4 k-ft 4.3 k-ft 82.9 psi = 10.0 k-ft 8. 7 k-ft 1.6 k-ft 47 .6 psi = 10.0k.ft 8.7k-ft 1.6k-ft 47.8psi SERVICE LOAO OVERTURNING STABILITY---'--- Static factor of S&fcty: Y -Y AXIS Factor of Safety : X -X AXIS = ••None•·- -None-- Short Terrn 2.94 :1 --None-- V4.4A.3 (c) 1983-95 ENERCALC As Req'd 0.302 in2 0.325 in2 0.302 in2 0.302 in2 14-J2.8 psf 1432.8 pst Top Bottom 2230.4 psf 2230.4 psf 2005.9 paf .200!i.9 paf 815.9 psf 815.9 psf R2H ENGINEERING, KW060291 01/09/1997 14~35 7027'383797 R2H ENGINEERING GENERAL FOOTlNG DESIGN !SIS 96006 G2 FOOTING DESIGN DATA Allow. Soil Presaur1J = 2500.0 psf .•• Short Term JncrHH = t .33 Base Plldist11I Height = 0.00 in R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: 01/08197 . A~IAL LOADS DIMENSIONS Dead Load = 9. to k Width Along X-X Axis Live Lo~ Zl .2 k Length Along Y-Y Axis Short Term Load 0.0 k Thickness PAGE 03 Page: 16 B = 7.50 ft 7.50 ft ... 18.00 in Seismic Zone "" 4 ... Ecc. Al.ong X·X Axis = 0.00 in Column Dim. Along X-X Axis = 12.00 in Overburde" Weight = 150.00 psf ••• Ec:c. Along Y-Y Axl,s 0.00 in Column Dim. Along Y-Y Axia "' 12.00 in Live & Short Tenn Loada Act Together Concrete 'Weight = 150.0 pct Y-Y AXIS ~OTATION FORCES .... Pressures@ Li,ft/Ri9ht l\t1ohi9nt: OL = 0.0 k .. ft LL = o.o k-tt Short Term = 101.4 1(-ft Shear: OL = 0.00 k LL -0.00 k X-X AXIS ROTATION FORCES- .... Pressures @ Top/Bot Moment: DL Shear: LL ShortT1:mn DI.. LL = = 0.0 k-ft 0.0 k--ft 0.0 1(-ft Short Term = 0.00 k 0.00 k 0.00 k 0.00 k Sho.rt Terrn ,~ SUMMARY-''-----------,----------- Soil Preaeure Moments & Sheers------ D+L D+L+ST MalC. Allowable Max Pressure AlloWable Pressure 'X' Ecc. of Resultant- = 913.7 psf 2570.8 psf = 2500.0 psf 332S.O psf ;; 0.0 in 23. 7 in 'V' Ecc. of Resultant .= O.Oin 0.0 in Service Load Pressures .... DL + LL -Dead+ live+ Short Term = . ~~aton,d Load Pns:,:iuroa .... Mu1Phi ,,.. 14.0 k-ft Vu:i W;;iy = Vu:2 Way Overturni119 Ratio = Left Right 913.7 psf 913.7 psf 0.0 put 2570.8 psf Left Right 27.5 psi 28.9 psi 1.9 :·1 Top 913.7 psf 913.7 pet Top 93.1 psi 186.2 psi 1.5 ;1 Bottom 913.7 J)&f 913.7 psf Bottom ACI Eq 9-1 AC! Eq 9·2 ACI l;Q S-3 1392.2 psf 1'392.2 psf 1392.2 pot· 1.392.2 paf 0.0 pst 3599.1 psf ... 0 0 psf 1359.3 psf FOOTING DESIGN-~--------- f'c Fy Rebar CL Clear to Soil Min. Steel% = 3000 psi 'm' = Fy /{.85t'c) ::o. 60000 psi V n: 1 •.• 2(f' c) • .5 3.5 in Vn:2 ... 4(f'c:) • .5 = 0.00·1,4 = 23.53 = 109.54 psi = 219.1 psi FACTORED SHEAR FORCES------------ ACI 9·1 ACI 9-2 ACI 9·3 Two-Way Shear "' 28.93 psi 26.10 p~i One-Way: Vu@ Lett '"'· ~.56 psi -6.16 psi One...:...Way: Vu@ Right = 9.56 pai 27.50 psi One-Wey: Vu@ Top = 3.55-psi ~.28 psi. on.,..,..Wsy: Vu (§1 Bottom .. 9.56 psi S.28 psi 5.21 p::li -3.96 pai 8.75 psi 1.49 psi 1.49 psi Vn • Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 p&i FACTORED MOMENTS~-------- Mu/Phi @ Laft . Mu/Phi @ Right Mu/Phi @Top Mu/Phi @ Bottom ACI 9-1 ACI 9-2 ACI 9-3 "' 5.1 k-ft -2.9 k-ft -l .9 k-ft = 5.1 .k-ft 14.0 k•ft 4.5 k-ft = S.1 k,ft 4.4 k•ft 0.9 k-ft = 5.1 k-ft 4.4 k-ft 0.9 k,ft Ru 24.2 psi 66.6 psi 24.2 P5i 24.2 psi SERVICE LOAD OVERTURNING STABILITY------- Factor of Safety : Y -Y AXIS Factor of Safety : X ---X AXIS = Static: --Nono-- --None-- Short Term 1.90 :l ··N()n~- V4.4A.3 ((;) 1983-95 ENERCALC As Req'd 0.302 i"2 0.302 in2 0.302 i12 0,302 in2 1279.1 psf 1279. 1 psf 483. 1 paf 483. 1 pst R2H ENGINEERING!.-KW060291 01/0'3/1'~'37 i4: 35 R2H ENGINEERING 70279837'37 GENERA~ FOOTING DESIGN !SIS 96006 C3 FOOTING R2H ENGINEERING Title: Sct;,pe: Job#: Designer: Misc: Date: 01/09/97 PAGE 04 Pag~; f6C DESIGN DATA AXIAL LOADS OIMENSIONS----- Allow. Soil Preuure "' 2500.0 pd .•. Short Torm ·,~roese = 1 .33 Beso Pod15tal Height = 0.00 in Seismic Zone = 4 · Overburden Weight • 119.00 psf Live & Shon Tarrn Loads Act Together Concrete Weight · = · 160.0 pct Y-Y AXIS ROTATION FORCES .•.• Pressures @ Left/Right Moment: DL . .. 0.0 k-ft LL ..... 0.0 k-ft Short Term ... 110.5 It-ft Shear: DL = 0.00 k LL .. 0.00 k Short Term = 0.00 k Soil PrHsure Oe;,d Load ~ Live Load = Short Term Load = .•. Ecc. Along X-X Axis = ... Ecc. Along Y-Y Axia "' 6.20 k 13.8 k Q.O k o.oo·in 0.00 in X-X A.XIS ROT A TION FORCES - •••• Pressures @) Top/Bot Moment; DL 0.0 k-ft LL = 0.0 k·ft Short Term = 0.0 k-~ Shear: DL = 0.00 k LL = 0.00 k Short Term = o.oo k "SUMMARY··· D+L O+L+ST Width Along X·X Axi:, = Length Along y.y Axis = Thickn1:1~s = Column vim. Along.X-X Axis = Column Dim. Al.,ng y,y Axis "" Moments & Shears------ Max. Max ?resaura- Allowable Pre5,ure ·x· Ecv, of R~sultant •y• ecc. of .R.sultant = 731.5 pet 2379.3 pst = 2500.0 psf 3325.0 psf Mu/Phi = 13 .,s k-ft 15.:3 psi 10.,, psi · Allowable 93.1 psi 186.2 psi 1.5 :1 Vu;1 Wav = o.o in 28.3 in· Vu:2 Wav = 0.0 in 0.0 in Overt1:rnin9 Ratio = 1.7 :1 8~00 ft 8.00 tt 24.00 in 12.00 in 12.00 in Sarvleo Load F'raaS1Jrea .•.. DL + LL Oead +liv-e+Short Torm Factored Load Preeaurea .... ACI Eq 9·l ACI Eq 9-2 ACI eq 9-3 = "" = = Left 731.S psf 0.0 psf L.ek :1oss.8 pst o.o psf Right 731.5 psf 2379.3 psf Flight 1088.8 psf 3331.0 p:sf Top 731.5 psf 731.5 psf Top 1088.8 pst 1024.1 psf Bottom 731.5 psf 731.5 psf Bottom 1088.8 psf 1024.1 psf = 0.0 psf 1510.2 psf f'c Fy Rebar CL Clitar ~o Soil Min. Stoel% Two-Way Shear FOOTING DESIGN·---------,----- ,.. 3000 psi 'm' = Fy /(.85f'c) = ,60000 psi· Vn:1 ... 2(f'a) ... 5 = 3.5 in Vn:2'u.4(f'C} •. 5 = 0.0014 23.53 -109.54 p:.i. = 219.1 psi FACTORED SHEAR FORCES--------- ACI 9-1 AC! 9-2 · AC! 9·3 Vn • Phi 10.62 pai 10.52 psi One-Way: Vu @ Left = One-Way: Vu @ Right. = One--Way: Vu @ Top c Ona-Way: Vu @ Bottom = 3.32 psi -4.27 psi 3.32 psi ,15.26 p3i 3.32 psi 2.8& psi 3.32 pai 2.86 p11i Z.42 psi -2.75 psi 8.11 psi 0.49 psi 0.49 psi 186.23 psi 93.11 psi 93.1 l psi 93.11 psi 93.11 psi Mu/Phi @· Left Mu/Phi @ Riaht Mu/Phi@Top Mu/Phi @ Bottom FACTORED MOMENTS---------- ACI 9-1 ACI 9-2 ACI 9-3 Ru = 3.4 k·ft -4.0 k-ft -2.6 k-ft 9:6 p!1:i = 3.4k-ft 13.6k·ft 5.4k.·ft 3Z.4Poi = 3.4 k-ft 3.0 k-ft 0.6 k-ft 8.1 psi "" 3.4 k•ft 3.0 k-ft 0,6 k·ft 8.1 psi SERVICE LOAD OVERTURNING STABJl,.ITY------- Statie Faotor of S:Jfoty ; y -y AXIS Fec;tor of Safety : X -X AXIS = •·Non••· ··None·· .Short Term 1 .69 :1 --None-· V4.4A.3 (c) J 983-95 ENERCAt.C As R..rq'd -0.403 in2 0.403 in2 0.403 in2 0.403 in2 484.3 psf 464.3 psf R2H ENGINEl:RING:' KW060291 01/09/1997 14:35 R2H ENGINEERING 7027'383797 GENERAL FOOTiNG DESIGN 1s1s 96006 C4 FOOTING R2H Et'-IGINEERING Title: Scope: Job#: Designer: Misc: Date: 01/08/97 PAGE 05 Page:/(, D DESIGN DATA AXIAL LOAOS OIMENSIONS Allow. ·soil Pressure -2500.0, psf Dead Load = . 18.50 k Width Along X-X Axis = 7.50 ft ... Short T,um Increase = 1.33 UV& Loed = 45.4 k Lsngth A.long Y-Y Axis = 7.50 ~ Ba11e Padistal Height = 0.00 in Short Term Load 0.0 k Thickneis = 18.00 in Seismic Zone = 4 ... Ecc. Along X-X Axia = 0.00 in Column Dim. Along X-X Axis = 12.00 in Overburden W.-ight 150.00 .psf .•. Ecc. Along Y~Y Axis = 0.00 in Column Olm. Along Y-Y Axis , 12.00 in Live & Short Term Loads Act Together Concrete Weight = 150.0 pc:f Y-Y AXiS ROTATION FORCES .... Prea,uras @ Left/Right Moment; DL Shear: LL Short Term DL LL Short Term - 0.0 k·ft 0.0 le-ft 101.4 k-ft 0.00 k 0.00 It <= · 0.00 k X-X AXIS ROTATION FORCES - ••.• Pressures @) Top/Bot Moment: Ol Sheer: LL Short Term -"" DL = LL Short Torm = 0.0 k,ft 0.0 k-ft 0.0 k-ft 0.00 k o.oo k o.oo k SUMMARY-------------------- Soll Pre.aure Moments &. Sheers------ O+-L O+L+ST Me)!. AHowable Max Pressure Allowable Pressure 'X' Ecc. of Resultant 'Y' Eoo. of Re.sulti,nt ,.. 1511.0 p:.f 2953.1 p:.f . "" 2500.0 pa;f 3325.0 p$f ... o.o in 14.3 in Mu/Phi Vu:1 Way = 1S.O k-ft = 35.0 psi = 61.1 psi Vu:2 Way .Overturning Ratio = 0.0 in 0.0 in 3.·J :1 Service Load Prea.ureil •••. Loft Right OL + LL ..,. 1511.0 psf 1511.0 psf Dead ·Hiva -t-Short Term ~ 68.:> psf 2!}53.1 psf Factored Load Pressures •..• Left Right ACI Eq ~M = 2357.5 psf. 2357.5 psf ACI Eq 9-2 96.4 p$f 4134.4 psf AC! Eq 9-3 = 28.9 psf 1238.1 psf f'o Fy Rsb,.r CL Clear to Soil Min. Stecjl % FOOTING OESIGN ---------= 3000 psi 'm' =: Fy /(.85f'o) "' 60000 p:.i Vn:1. .. 2(f'o)· .5 ~ 3.5 in Vn:2 .... 4Cf'c) • .5 = 0.0014 = 23-.53 ,_ 109.54 p:.i = 219. 1 p&i FACTORED SHEAR FO~CES --------- ACI 9-1 ACt 9-2 ACI 9-3 Vo • Phi Tw<J-Wtty Sho~r ... 61.13 p~ 53.06 psi 9.87 psi 186.23 pai 93.11 psi 93.11 psi 93.1 l psi 93.11 p:11 Onf!r--We.y: Vu @ Left - Ono-Way: Vu @ Flight = OM-Way~ Vu @ Top <= on-Way: Vu @ 8ottom = 20.45 psi 0.49 psi 20.45 psi 34.95-pai 20.45 psi 17.72 pal 20.45 psi 17 .72. psi · -1 .97 psi 8.36 p,i 3 . .19 psi 3,19 psi FACTORED MOMENTS----------- . ACI 9-l AC! 9-2 ACI 9-3 Ru Mu/Phi @ Loft Mu/Phi @ Right Mu/Phi @Top Mu/Phi @ Bottom 10.8 k-ft 0.7 k-ft -0.8 k-ft 61.1 pai = l 0.8 k-ft l 8.0 k•ft 4.3 k•ft 85.4 psi = 10.8 k-ft 9.3 k.·ft 1. 7 ~-ft 51. 1 psi = . 10.8 k-ft 9.3 k-ft 1.7 k-'ft S 1 .1 p:i SERVICE LOAD OVERTURNING STABILITY _.....:. _____ Factor of S~fety : Y -Y AXIS Factor of Safety : X -X AXIS = Static -7None-- ·-Nory~-- Short Term : 3.14:1 ·-None'· As Aeq'd 0.302 in2 0.335 in2 0.302 in2 0.302 ir,2 Top 151 l .O psf 1511.0 psf Top 2357.5_ psf 2115.4 psf 633.S psf 93. 1 psi 188.2 psi t.5 :1 Bottom 1511.0 psf 15tl.O psf Bottom 235?.5 psf 2115.4 psf 633.5 psf V4.4A.3 (C) 1983-95 EN!:RCALC R2H ENGINEERING,-KW060291 01/09/1997 14:35 70279837'37 R2H ENG!NEERlNG GENERAL FOOTING DESIGN ISIS 9600& CS FOOTING OESIGN DATA Allow. Soll Pressure = 2500.0 psf ... Short Term lmmta~a = 1.33 Base Pedistal H•ight . = 0,00 in Soi:smic: Zono, = 4 Overburden Waight ' • 150.00 pst Live & Short T~rm LoadtJ .Act T~ather Concrete Weight = 150.0 pcf· y.y AXIS ROTATION FORCES •••• Pressures @ L.eft/Right Moment: DL · · Shc~r: L.L = . Short T~rm = DL LI,. Short Term = o.o k-ft o.o k•ft 105.3 k·ft 0.00 k 0.00 k 0.00 k R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: c,1 /08/97 AXIAL LOADS OIMENSfONS Oaad Load = 24,gQ I< Width Along X·X Axis Liv~ Load = 61.7 k Length Along Y·Y Axis Short Term Lo11d = 0.0 k Thickness ... Ec:c. Along X-X Axis 0.00 in Column Dim. Along X-X Axis ••. Eco. Along Y·Y Axis = 0.00 in Column Dim. Along Y-Y Axis X·X AXIS ROTATION FORCES - .... Presauraa @ Top/Bot M()mont: DL = Sh"er: LL Short Term = OL 0.0 k..ft o.o k-~ 0.0 k-ft 0.00 k LL = 0.00 k Short Torm = 0.00 k PAGE 06 Page: 16 E = 8.00 ft = 8.00 ft = 18.00 in = 12.00 in = 12.00 in Soil Proasu,o SUMMARY--·---------------- Momont1J & She;irs------ Max Pre~~ure Allowabla Preuur• 'X' l:ce. of Resultant O.;.L O+L+ST Maic. Allowable = 1728.1 psf 2962. l psf "' 2500.0 psf 3325.0 psf ·.. 0.0 in 11.4 in MviPl'li =- Vu:1 Way = Vu:2 Wey "" 21 .4. k·ft 41.5 psi 84.1 pai 'Y' Ecc:. of·Resultant 0.0 in 0.0 in Overturning Ratio = 4.2 :1 Sorvieo L.ol'Jd Pre"ures .... ·DL -t-LL Left Right Dsad +live+Short Term 1728.1 p11t 1728.1 psf J:sctored Load Preasuras .... 494.1 psf 2962.1 psf left Right ACI Eq 9-1 ACI Eq'S·2 ACI EQ 9-3 2708.6 plif 2708.6 p$f = 891.8 psf 4147.0 paf · 196.6 psf 1178.7 psf t'c Fy Rebar Cl Clear to Soil Min. St"el % FOOTING OESIGl',f ----,--------= 3000 psi 'm' = Fy /(.85f'c} ... 60000 psi Vn:1. •• 2{f'c)" .5 3.5 ln Vn:2 ... 4(f'q)· .5 = 0.0014 = 23.53 ,_ 109.54 p:;i = 219.1 psi FACTORED SHEAR FORCES--------- ACI 9-1 ACI 9·1 ACI $-3 Vn • Phi Two-Way Shear = S4.12 psi 72.9S psi 13.49 p11i 186.23 p:i;i One-Way: Vu@ l•ft = 28.87 psi 8.26 p,i -0.13 p$i 93.11 psi On~Way: VtJ @ ~ight = 28.67 psi 41.4.7. psi 9.3 t psi 93. l l psi One-Way: Vu @ Top = 28.67 psi 24.87 ,psi 4.59 psi 93.11 psi On&--WffY: Vu @ Sottom = 2.8.67 psi 24.87 psi 4.59 psi 93.11 psi FACTORED MOMENTS--------------- Mu/Phi @Lsft Mu/Phi (g) Right . Mu/Phi @ Top Mu/Pili ~ Bottom ACI 9-1 ACI 9-2 AC! 9-3 Ru = 14.9 k•ft 4.4 k·ft ·0.0 k·ft 70.6 p~ = 14.9 k-~ 2 l.4 k-tt. 4,8 k·ft 1 O l.8 psi = 14.9 k-ft l 2.9 k-ft 2.4 k-ft 70.6 p~i '"' 14,9 k-1t 12.9 k,ft 2.4 lt-tt 70.6 psi SERVICE LOAD OVERTURNING STABILITY------ Factor of Safety : Y -Y AXIS Factor o't Safetv; X -'X AXIS Static ··None- ·-None··· Short Term 4.20 ;1 --'None--~ As Req'd 0.302 in2 0.401 inl 0.302 in2 0.302 in2 Top 1728.1 psf 1728. l psf Top 2708.6 psf 2419.4 psf 687.7 psf 93.1 pgj 186.2 psi 1.5 ;1 Bottom 1728. 1 psf 1728.1 psf Bottom 2708.6 psf 2419.4 p6f 587.7 psf V4.4A.3 Cc:} 1933•95 ENERCALC R2H ENGINEERING, KW060291 01/09/1997 14:35 · 7027983797 -R2H ENGINEERING GENERAL FOOTING DESIGN ISIS 96006 C6 FOOTING OESIGN CATA Allow. Soil Pre:isu"' = 2500.0 pst ... Short Term Increase = 1 .33 Base Pedistal Heiijht "' 0.00 in Seismic Zornt ..,. 4 Overburden w.ight .., 1 50.00 psf . Live & Short Term Loads Act Together c.-,nc:r~te -w~ight = 1 so.o pc:f Y-Y AXIS ROTATION FORCES .... Pressures @ L.~ft/Right Moment: DL ... o.o k-ft LL = 0,0 !(-ft Short Tarm = 124.8 k-ft Shear: DL "" o.oo k LL -0.00 k Short Term = 0.00 k R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: c,1;os,97· AXIAL l..OAOS DIMENSIONS Dead Load "' 13.80 k Width Along X-X Axis Live Load = 33.0 k-Length .Along Y-Y Axis Short Term Lo.td = 0.0 k Thickne&11 ••• Eec. Along X-X Axi~ = 0.00 in Column Dirn. Along X-X Axis ••• l;cc. Along Y-Y Axis = 0:00 in Column Dim. Along Y-Y Axis .X-X AXIS ROTATION FORC.ES - .... Pressures@ Top/Bot Moment: DL 0.0 l<·ft LL -0.0 k·ft Short Tarrn ::: 0.0 k•ft Shear: DL o.oo k LL = o.oo k Short Term --0.00 k SUMMARY PAGE 07 Page: 16F = 8.00tt :::: 8.00 ft = 24,00 in = 12.00 in = 12.00 in Soil Prasaurc Momenta & She-ars ------ O+L O+L+ST Max. Allowable Max Pressure All,,wabla Preeaur• 'x· Eoo. of ReS\lltant .., 1l81.2p~f 2681,Spsf ... 2500.0,psf 3325.0 psf -0.0 in J-9.8 in MuiPhi = Vu:1 Way = Vu:2 Way Overturning Ratio = l 7 .:3 k-tt 18.7 psi 24.:~ psi 'Y' Ecc. of Resultant 0.0 in 0.0 in ,2.,;. : 1. Left Right Service Load Pre&aur••··-· DL + LL. Dead +live 0+Short Term = 118 lo..2 pst 1181.2 pat 0.0 pat 2681.8 psf Factored Load Pressure, .... Left Right ACI E'q 9-"1 AC! Eq 9-2 ACI Eq 9-3 1808.4 psf 1808.4 psf 0.0 paf 3754.5 psf 0.0 p!lf 1380.0 psf FOOTING DESIGN------......,...---- f'c Fy Rebar Cl Clear to Soil Min. St1:1et % '"' 3000 psi 'm' -Fy /(.85t'c;) "' 6QOOO p:;i Vn:t...2Cf'o) •• 5 = 3.5 in Vn:2 ... 4(f'c) ... 5· = 0.0014 ,.... 23.53 "' 109.54 psi = 219.1 psi FACTOREQ SHEAR FORCES--------- ACI S-1 ACl9-2 Two-Way Shear = 24.93 psi 21.73 psi One-Way: Vu@ Left ... 8,0:1 psi -4.07 pii ·0111:1-W11y: Vu@ Right ... 8.01 psi 19.88 P'-'i One-Way: Vu@ Top, = 8.01 ·psi 6.54 psi On-Way: Vu ~ Bottom = 8,01 psi 6.94 psi ACl9-3 4.q pei -2.76 psi 5.48 psi l.22 psi 1.22 psi Vn • Phi 186.23 pai 93.11 psi 93.11 p,i- 93. ll psi 93. 11 psi FACTORED MOMENTS------------- Mu/Phi @ Left Mu/Phi (§) Right Mv/Phi @Top Mu/Phi @ Bottom ACI 9-1 ACI 9-2 ACI 9--3 .. 6.0 k-ft -2.8 k-ft -2.2 k-ft = 8.0 k•ft 17 .3 k•ft 5.1 k-tt = 8.0 k·ft 7 .o k-ft 1.3 k-tt .., 8 .0 k-ft 7 .0 k-ft J .3 k·ft Ru 19.1 pei 41.1 psi 19.1 p:;i 19. 1 psi SERVICE LOAD OVERTURNING STA.BILITY ------ F::ictor of SafQty : Y-,-Y AXIS i:11ctor of Safety : X -X AXIS = Static --Non•-· --None-- Short Term 2.42 :t --None-- Aa Req'd 0.403 in2 0.403 in2 0.403 ln2 0.403 in2 Top ti81.2 pst 1181.2 psf Top 1808.4 p_sf 1553.7 psf 599.1 psf 93.1 psi 186.2 p$i 1.5 :t Bottom 1181.2 pst 1181.2 pst BottQm 1808.4 psf 1653.7 psf 599.1 pst V4.4A.3 (cl 1983·95 ENERCALC R2H ENGINEERING, KW060291 01/89/1997 14:35 7027983797 R2H ENGINEERING GENERAL FOOTING DESIGN 1S15 98006 C7FOOTING · DESIGN DATA Allow. Soil Pressure : 2500.0 psf ••• Short Term Increase = l .33· ~ ... Pedistal Height = 0.00 in Seismic Zone = 4 Overburden Weight = 1 '50.00 psf Live & Short Term Loada .Act Together Concrete Weight • 1 SO.O pct Y-Y AXJ$ ROTATION FORCES .... Pressures @ Left/Right Moment: DL Sheer: LL Short Tern, OL. LL 0.0 k-ft == o.6 k-tt = = = 107.9 k·ft 0.00 k 0.00 k 0.00 k Short Term = R2H Et-lGINEERING Title: .Scope: Job#: Designer: Misc: Date: 011os191 AXIAL LOADS DIMENSIONS ON<! Load = 3.30 k Width Along X-X Axis Live Looo = 6.3 k Length Along y.y Axis Short.Term Load = 0.0 k TnickMss = = ... fee. Along X-X Axis = ·0.00 In Column Olm. Along X·X Axis = .. _.fee. Along Y-Y Axis = 0.00 in X·X AXIS ROTATION FORCES- ••.• Pre:m1res (§) Top/Bot Moment: DL = 0.0 k•ft LL = . 0.0 k-ft Short Term = 0.0 k·ft Shear: DL = 0.00 k LL = 0.00 k Short Term = 0.00 k Column Dim. Along Y·Y Axis .. PAGE 08 8.00 ft 8.00 ft 27.00 in 12.00 in 12.00 ill SUMMARY---··--------------------- Soll PtoHurc Max Pressurs Allowable Prossur• · x· Ecc. of. Resultant ·y• Ecc. of R~sultant Service Load Pressures .... DL + LL Deed+ live :t-Short Term O+L O-t-l.1"ST =: 837.5 psf 2508.5 pst -2500.0 psf 3325.0 paf = 0.0 in 31 .1 in ·"' 0.0 in 0.0 in = = Factored Load Pressures .... AC! Eq 9-1 = ACI Eq 9-2 = ACI.Eq 9-3 = '· FOOTING DESIGN t'o = 3000 psi 'm' ... Fy /{.85f'c) Fy = 60000 pai Vn:1...2Cf'o)" .S Rebar CL Clear to Soil = 3.15 in Vn:2 ••• 4{f'c) • .5 Min: Steel% = 0.0014 FACTORED SHEAR FORCES Moments & Shears------ M;,x. Allowable Mu/Phi Vu:l Way Vu:2 Way· = 12.8 k·ft = 12. ~ psi 5.2 psi l .5 :l Ovorturning Ratio = L.eft Right Top 837,5 plif 537.5 psf 637.5 pi,f 0.0 Pllf 2508.5 psf 837.5 paf Left Right Top 922.0 psf 922.0 psf 922.0 p&f 0.0 pst 3511.9 psf 892.5 psf o.o psf 1909.0 p,f 485.2 psf = 23.53 . .. 109.54 psi = 219. l ptii 93.1 psi t86.2 psi t.5 ;1 Bottom 637.5 psf 837.S psf Bottom 922.0 p$f 892.5 psf 485.2 psf ACI 9-1 ACI 9·2 AC! 9-3 Vn 'Phi Two-Way Shoar = 3.97 psi 5.19 '"j ·t.70 psi 186.23 psi On,,_Way: Vu @ Left -1.25 psi -3.73 pai -2.40 psi 93.11 psi One--Wily: Vu @ Right = 1.25 pai 12.06 psi 6.18 psi 93.11 psi One--Way: Vu @ Top = 1.25 p,ai 1.09 psi 0.22 psi 93. l 1 psi One-Way: Vu @ Bottom ... 1 .25 psi 1.09 p~i 0.22 pai 93.11 psi FACTORED MOMENT~ ACI 9-1 ACI 9'-2 ACI 9-3 Ru Mu/Phi @ Loft 1.6 le-ft -4.6 lt-ft -3.0 k•ft 8.4 psi r,Jo/Phi @ Right = 1.6 le-ft 12.8 k-ft !5.5 k-ft 23.2 psi Mu/Phi @Top = l .8 le-ft 1.4 1(-ft 0.3 k-h 2.9 psi Mu/Phi @ Bottom = 1.6 1(-ft 1 .4 k-ft 0.3 k-ft 2.9 psi SERVICE LOA.O. OVERTURNING STABl!,JfY Factor of Safoty ~ Y -Y AXIS Factor of Safety : X -X AXIS V4.4A.3 (c) 198~-9~ ENERCAl.C ·= Static ··None- ··None-- Short T&rn1 1.51 ;1 --None-· As Ruq'd ,0.454 in2 0.454 in2 0.454 in2 0.464 in2 R2H ENGINEERING,t<W080291 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 09 . . . -~ R2H Engineering, lttc. JOB NO. q6c,o6 ~ PROJECT __ r_s._I_s ___ . ___ ,.....,...... ______ DATE TAN.8,47 BY S.W SUBJECT ____ t......;.1E_Z-"L ____________ SHEET (7 OF __ R}~~·,J6.:_ ;.~o~ r. ~Jot't':fJT Crt.eCl, c~-~-----~--_1'r>ric.M_,,.j,1 .fcon, W~l~HT 1orAL t1JEttiHT -P . . C-1 ---~--_ _-.·. "3.~-1· . :· . ZI.! :·e,2_ .... ·· ·.:-:-J;;._.q;_ ... --~ ··it. I. ~ . : t·~.;.--'.·· ... !-' .. ~cij:.. . . . . . . 25.~ : .. · c' ·:-1· ~---·. ···; --:·,r'o: ·.· ... . . 2.l, I . .. ~ ...... :> .. ' · ·c ~.;-~ :: · ' ..... ··:4-(_tr_-; -· z4. o · · · · a,.... -~ · :·_ :2.4_,;· ; 18.'6 . :··:c.1.:-:.~.-:-.. --:···_5.~3,._i--····,---. ·,'35i2 ' ·-..... --~. 51,a, 37.,0 36,0 5+.o ~l},6 5:?id 40,7 _ .. NO~Ft··-~Jtlft.i.f\l€(-~E:tofr( _:;:_ tJJSx. L)(L-\j .x(D+!.01) ····. -'.M·1<~i, ·=: F:X.hx o-S ',( o.ss - ...... · .... ·.--:• ~ . .. ·: . •.. . . . . • ; •• : ~ • • M : 0 .... : ....• : ;_ 1 . ,.· : • -. . . . . . . . ...... · : . . ·. . . . .b . ,.s· 7.S' 7.~r 1 ,' ~-o'. i.01 . ·I. 8 , .... I ~o .. •'.• . 10:,J7~e_,,,~_:(07!7, ,{( . ll.J.'f ~"E'!Ei.tit.)(<10/.4, Ok . . . Jf4.8 >·_11l~,.;·11.o. S, Ok ...:..- . {72,f"? ~~iifo;=· (~(,4-,OK · ~;;:r,,)tt-~t\~·=." .. t_o5.,·;a1<_ I 1'0.5 > ~~~~:: 1248,o K i,1, 7·-,.'.Mt~A)i~ .. 107.~;·oK. ·:· . ·.· eA=sf._::_;_ .. pd~;e,;· ~.it,~~l $~£ OVT"PVT ~f\J SH~q t?A . . :· .·.· -... : : . ; __ ,·:·.-: .~:.:~--~}f··.;,~/j~:1;r~~r"· ,z,; ... /4-1¼·/,,..+.., A4-411 .'fH!ltAo~o "R.occ·" . ' . . . . .. . . . ... . ... I~ .. /4 " . X w ~ '-+' 1 ~ ' , . :·: . . . .. .. • .... : ...... . · -· · · ··· ·· ·. -· A· '::···ro'>i·f(sr .' .. . . ... ·' ,. ' ~-: .. : . f :· i i :A. -~ <Q6" ,~i . . :·· :· ; n,.#}f ' _() . .,., . .. -..... _, ...... I) .. l I~ li1.a .n 41,(' ·. ·. ·'··:-,-;_."'.f~~-:.-~ .. .'/4 ··: ~'101.:: ·c~/) i< • .11 .· .. . . . . . . ...... . · ... :. _·.,. ... :'.·-:·lt-~ :~AJ·F~-'i,:afv = 44S,t~ ·?.6l::·41_481(Sr .. '. . -_=.· _,·::-(:l ·; ... ft .. ·~ ~~'.~i ~-=-·: l~GS k~·: . (6~1/. ).· . : ... ~-. . . '.. _'. ·. !.=i,·J~~-'. _P.;:t>: ... _~il~~. 1·f; ;4-6~)( o.ct6q ;<J3 ~ i: +t-6~ k ;> ? 7-5 ~t: c f:fE .n:A J>ok · .. . ;--: ·:· ·'.--!·; -~--~-_;1,~s-~.> ,:fl;.; s·;t (71\), ok.' ..... :-, .. . :· : . •. ·?· . 01/09/1997 14:3! 70::7'383797 R2H ENGINEERING Title: R2H ENGINEERING Scope; Job#: STEEL COLUMN BASEPLATE DESIGN 1s1s 96008 Designer: Misc: Date: 01108/97 nthtb1n NciM LOAOOATA l (C.i) 2 (C;) 3 (C6) 4 (CS) Axicd Luad 5.30 k 10.70 k z-..30 I( 86.$> k X-X Axis Moment 107.90 k-ft 110.50 k-ft 124.80 <·ft 105.30 lc:-ft AISC Section Name TS 12x 1 2x l /2 TS 12x 12x 1/2 TS 12x 1 2x 1/2 TS 12x12x1 /2 80LTOATA-- 8olt Tension Capacity Solt Count Per Side Ar,c;hor Bolt Area Bolt Dist. from PL .E4g• Bolt Dist. from PL Edge PLATE & SUPPORT OAT A- Ba1u,pf;rn, D11pth • Width Support Area Oepth Suppurt Ar11a Width MATERIAL DATA-:. r·e Fy Lo11d Duration Factor AISC Section Oepth Flange Width •· Flange Thiokncss Web Thickne.as PL.ATE DESIGN - Min. Required Thlckness Plate Analysis Method Tert11ion Force per Bolt Bearing 5 tress Allow Bearing ••• Per AC! 10. 15 Per AISC 1.5.5 Max. Pfat4 C~pacity for Allowable Bearing ••• PLATE ANALYSIS~ Actual Plate Thiclc:na,s Max Allow Plat• Fb Aotual fb 44.66 k 2 0.969 in 2.50 in 2.50 in. 21.00 in 21,00 in 60,00 in 60.00 in 3000 psi 36 ksi 1.00 12.00 in 12.00 in 0.500 in 0,500 in 1.516 in 1 36.07 k 1446.27 psi 3570.00 k 2100.00 p:,j 926. TO k 44.66 k 2 0.969 in 2.50 in 2.50 in 21.00 in 21.00 in 60.00 in 60.00 in 3000 psi 36 ksi 1.00 12.00 in lZ.00 In 0.500 in .0.500 fn 1.548 in 1 35.72 k 1490.10 psi 3570.00 k 2100.00 psi 926. 10 1c 44.66 k 2 0.969 In 2.50 i·n 2.50 in 21.00 in 21.00 in 60.00 in 60.00 in 3000 psi 36 ksi 1.00 12.00 in 12.00 In 0.500 in 0.500 in 1.673 in 1 37.53 It 1705.15 psi . 3570.00 k 2100.00 ~SI 926.10 k 44.66 k 2 0.969 in 2.50 in 2.50 in 2l.OO in 21.00 in so.oo in 60.00 in 3000 pai 36 ksi 1.00 12.00 in lZ.00 in 0.500 in 0.500 in 1.629 in 1 17.98 k 1449.93 psi 3570.00 k 2100.00 psi 926.10 k PAGE 10 P.:ige: 17 A V4.4A.3 (c)' 1983-95 ENERCALC R2H ENGINEERING, KW060291 01/09/1997 14:35 7027983797 ' R2H ENGHIEERHiG PAGE 11 .d,i . R2HEngineering,Inc. JOBNO. q6oo6 PROJECT ___ . .....;I_S_l_S________ _DATE 'TAfJ. 8 1 9 7 BY S, W. SUBJECT __ M_E-___ z_z. __________ --'-----SHEET 17 ~ OF __ Tu~ r.~-,ct,4~;_x_re-. __ :-=· / .. 8i:< ~:, ~ 1.36. 7K -tz AB.) V~-~-.-_ i,8_2.~/ _q,i/';( ~-~ ~-1. k.: .t.2 A ~ti) . ·. . ; .. -. ·--: ·,· . . . . . . cp Pc.·~ : ~ ~ ( i a>A>:t ~-At ) m : '. · ... · ·"·.--, .. · · · · ~.: 16'' I -=: -~ 41v {·_9t ~le)(_~ r 2~) .Jfc : _ j . -:i:.".8,-:l4-x.-i ·/(.iz.x 1,8-)U6f 2.i:18) x~au ! · l 'I Zi" l. = 348,61< : . · .. .· .. ·¢Ye;:; ·¢>_8~3)r"i, f·Jft: ~ .. = ~-g'>it8~0'J. /.2;x i:x Ji;o xz . ·-. . . . . . . .:;.e,.1.1 .,.. """ .·· . ; .· ... . ''l \,~-1' . . i'rcii;~~ -G~~·f,1 i ·-· ~ -,.Pc. . . Vc, .. :· . . .. . . . .r_ ·: -< /36~7-" .. :-.. · :'-:-. 8. 1 . ,'J.· .-=-ei,e.~ ~-Cj~l?·~ lo:85~-t: C <-71.+A,.s5 f] .. -= ....L ·c ~;, l f o,ol)· .·.<·1-... K ~-SS·. · . ... ·:· ... . · · ·· ~-u . 1-··· ..... . 1-..... I i . l t l + + . _/ • •,/, -~ I ·.-7 /, . '7 -// ~ // __ ,;. /.T . , ., .. " ' . . .. ---.a.--------·-·-- , , ., , . . , . , I --·-- . ' .. : .. . .. : . ~.. ' . . . . ... ~ i : : : • • .. • • • . . _: . . . . ·····:· . : ... , ... .. ...... . . . ........ . "/ -7····_ ...... .. '/ · .... . . . POOR QUALITY ORIGINAL S -··---··--'· ·~·--· . ~-·· ..,...,_. _.. I -.-1 I -· 1"-t•I ·--·'•1 I- See Note 1. Below For Yield Strengths I TORS!ONAL PROPl:::R"::~S ---;.'----,------~·-·---·-·-----·····-····· .,..,__. ··--·--'----...,;·------+----------------S(CT:mi I We~ _"'t.l ~rec Weight! '" '<, ·,y R, ; :;.. " Ycq Mo I J c. Xo ~-, f-------;--,-_(1~..,.-,:---;!.--~1_n_Z) {l_:(~.~-~--t:•L__("-,)' '.·i:·•) ___ ::::~~.1.£~-:..:~---~:•; ~:n\ . j '.i!·lb) j(HJ-:;r•) (in) ~:,,) ___ _ ,seor,o : us:r: o,;94-o.so 0.1'.5 0758i a.ass ca~c · ;;_:;6L c.oa:) us ·1 :03 0.01s c.G46 ·-;_579 1.a,o :1.w . 15oDT18 • 1 Rno; 0 ,53 0,56 G.155 0.754i :,_liO 0.658 :).096 G.1~1 !J~, 158 ' 0.172 0.063 -1.577 1.880 ,'J.296 :58JT"6 1 1:23:~' o:j15 :.iJa i O.ts7 0.788! j_!j7 0.655: 0.1i2 0.155 l,:2t i 305 ! 0 . .3J9 0.079 -1.5i1 1876 0299 :5,!!0i14 ! :,as: i ::L~OC 1..36 i 0.2~2 ')_794; G.!7i 0.553: IJ li'.3 02!4 j_'.QI 4.3J ! 0.678 0.101 -1.564 1 !71 0.302 '580712 2:0~6 j C.570 1.94 i 0.402 0.8.;9· 0.2J9 ·a.54:; 0 . .322 J..356 1.097 i 804 l.965 0.16.3 -1.560 1.586 0.316 -------,,---,------........ --. ----'--------·--4-'---------·-·--------'----------------------1 2::007.20 2sobna "250D:i6 2~0Dii4 2~0CTi2 2.S~'.: ; 0.225 O.l5 I O 278 l.: 12: 0.097 o.s~s : 0. T 0.2:.-:c ; .64.3 ! 183 0.090 0.117 -! .4J1 1 .928 !)_ug 2 684 , 0.?.93 1.Cd : 0.371 !. '26: 0. ! 25 C 556 , 0.166 C.294 ; .512 I 273 , IJ. l 99 0.156 -1.429 1 9J4 0.454 2.}'07 0 . .367 1.25, C.t.69 l.'JCi Q.!57 :::.5~4. 0.210 C.374 :.618 I 525 ! 0.392 iJ.197 ~1.4?..3 1.9.32 0.157 2.?~~; 0.462: 1.57 j 0.595 !.l.351 0.196 CSS2 :l.29.3 C.511 i.582 ~ 7.Jl ! 0.78.3 0.248 -1.416 1 928 0.46i .1so0no I .:S5'.JCT18 ) .3500116 , 2.8::: -, o.6~9 2.24 i 0.912 1 .1 i'S i :,.,i].; c 64-5 o.s21 ,J.87S .• i.sss J~_29_s_1 _2_.2_1_3_0_ . .1_as ____ -_; __ 4_,_1_1_.s_A._1_0_.4_7_5-i 3.532j0.259 0.88l 0:510 1.46.3' C.'08 0.6t.?:Q_179 o.,24 2.'95J 295 I C?C.3 0.247 -1296 3:55, i c.JJB 1.1s; o.755 1.496 o_:.10 ·J s~, 'i 0.25:. o.e:o 2 156 1 4.30 ! o.229 o.J2s -l.294 .3.707; 0.<124 :.u i o.95J !.49<t a.::·s os,12 i rus: o.n4 2.1i;: , 1 a2s 1 0.4S3 0.411 -nsg .3500':14 3,7.35 I C.SJ4 1.52 ! i.205 \.50.3; c,2;a 0,540; :J.45; 1_Qt5 2,117, i:.34 j G.904 0.518 -U82 ,5~c-·2i 3;:i9·lo761 ?"-9i' ·~a~ :_s,11.11"'"" -:_p "'781 ,7,n '."v-,,,:, 19491,2.6~,,1 o.·,·s 1, -l •. 277 .:s:~~~o i J:;s; l o:2s~~ ~-:c ··i::1: -.~2ai ::~·~:-;:::: ·-~-,-e~--o~s: ·.;_2s.3; 310 : o.;05 0.261 -1.2s1 .:i5aona, s . .3c9i o.J44 1.i7 a.sis =.54ii O.i .. , 05.:.J, 0-214 !J.5s9 2.22J j 451 o.?.JJ <uss -1279 J~eor:s I J.an I o.4.31 1 .. 47 i 1.c2e :.s .. < o.;n :1.E-!0 i o . .347 o.a..37 2.22a 1 ass ::J.460 C.4'-5 -1.274 J580T:4 I J.a61 I 0.5~2 l.85 '. UGO J..54a• C.22 1 il 5.:;a i Q 477 1.129 Z.,83 i 1189 0,919 0..550 -1.257 V.)73 2.080 :? 079 2.077 2.098 2.096 2 103 2.102 2.tOO 2.122 0.609 0.513 : :J 516 C.619 0.6JO 0.626 0.630 0.633 o .. SJ6 0.646 mom I ,.o,, ; o. m · '-'' : ,.,,. i.585 f o.Jos o. '.-" i o.o" , ,,, 2., 3' I 2037 ; 2. "' o.842 -1.m -··---'---------1----------~~--------;,-----------------! ~00D720 ' 4.1.32; 0.2i7 0.94 I G,?o.;. i.662 O.:13 G.539, J.218 0.576 2.466 i .359 I 0.1:0 O.J.34 -1.2.39 2.169 0.574 400DT18 ! 4.184.j 0.351 L23 ! 1.0li !.6741 0.145 e.6}7: Q • .315 0.822 2.424 519' 0.244 0.442 •1.2J7 2.177 O.o77 4000T16 4-.207 i 0.452 1.54 1.272 1.877' (lo182 G.5.34 i 0 . .399 l.042 · :2.428 995 0.48.3 0.554 -i.232 2.176 0.680 .. 40CDT:4 Ii 4.236 0.569-l.94 l.509 l:68~; 0.227 · C.632 ·, 0.545 1.402 2.381 1359 0.964 0.697 -1.225 2.174 0.682 400iJTi2 4 . .391 0.812 2.76 2,393 1.717; 0.317 C.625 'o.g25 2 . .30i 2.J3i ! 2307 2.799 1.042 -i.220 2.197 0.692 ·-··-··------------'-'------------...---------------600CT20 ! 6. 132 0 . .346 1.18. 1 906 2.348: 0.126 0.504 I G . .329 1.534 }810 541 0. 1.38 0.84-2 -1.057 2.645 0.840 500DT18 · 6.184 1 0.451 t.5.3 2.so1 2.35Bl o.1s3 · o.so2 l ·o.510 2.097 3.473 9.39 o.J06 1.10a -i.054 2.65.3 o.842 6000il 6 l 6.207 ! 0.565 1.92 1 1 .3. iSi 2 . .36i 0.203 0.50::l i 0..720 2.65 ! .3,476 I 796 0.60<! l.385 -1.050 2.652 0.84.3 5000T14 6.235 ! 0.712 2.42 .3.9713 2.354 :J.254 0.597: :J:968 J.521 3.47.2 I 2414 1,206 1.738 -1.044 2.652 0.845 sooo-:-12 6.391 1 :.OiS 3_-15 1 -'5'817 2.394 o . .354 o.59' 1.sas _s~~~-~3_.3_:s_3-'1 ___ 3_9s_s--1-_.3_.5_0_0_2_.s_4_J_-_1.o_J_s_2_._61_s_o_.a_4_9-; 800DT20• ! 8.1.32 [ 0.415 !,4: i .3.74C 3.002 ! 0.!35 0.571 i 0.4.35 .3.1-t.3 S.255 j 7l6 0.'186 l.632 -0924 3.193 80CDT18 '. 8.184-i O.S4i 1.84 i 4.905 3;011! 0.175 C!.569: 0.753 4.258 4.803 I 1240 0.361 2.137 -0.922 3.200 '.l.9io 0.917 0.918 0.919 0.921 aooons i a.207 i o.579 2.31 , s:151 1ou: c.21a o.567 i o.96a s.J67 , 1n. 1 2,14, 0.12s 2.610 -o.91a .:i.200 aooDTJd. I a.2Js I o.854 2.91 I 1.rro ,5,010: c.2n a.:w •. 1 '.488 6.968 4.448 1 3114 1_44a 3.344 -0.912 J.201 800DT12 !:U91 i U 19 4.15 1 ' 1.27 3 J,O41 I O.J79 0.55 7 i.38J 10.927 4.367 5946 : 4.201 4.8.39 -0.906 3.222 1----,-_ --+,---;..----,--__,;_ ______ --4-_____ ~---'----~----1----...-;--.;...._------------1 : ooooTi8• ; 10.1 s, o.s31 ·2.1 s l a . .:;s~ J.645 j a :sJ o.539 : c.926 7.4Bo s 22a 1.s2s 0.428 .3.ssa -o.a20 :;,ns o.95.3 '000CT16 ! 10.20; 0.792 2.5Q I: i0.528 3'5461 0 . .228 0.5.;7. USS H2l 5.191 2955 0.846 4.44.3 -0.815 3.775 0.953 'OOOOT14 _: 10.236 0.997 3.39 13.270 J.9461 0 . .284 C.534. i.898 12.140 S.69S 47.:SS 1.689 5.559 -0.812 J.775 0.954 ·oooor12 , 10.:sg1 : t.422 4.84 19:165 J.s11: o.-J95 o.s2a' J.Ji8 1s.s20 s.377 8278 4.903 7.987 -o.aos 3.795 o.955 I ' I 1200D716• 12.207 : 0.905 12000714 i 2.2.36 : L140 108 116.478 4.257 1 C.236 0 5·:6 ! 1.414 15.CJS i654-3528 0.966 6.725 -0.7:S6 4.JSO 0.971 J.88 I 2Q.i55 4.269: 0.29•1 Q.508 ! 2.224-:g_J49 7.107 5548 1.931 8.4 lQ -0.7J2 4.361 0.972 12000:12 12..391 . '..625 5.SJ i 29.902 4.289; 0.409 0.502 l 4.389 29.l 12 6 . .384 10950 5.604 : 2.024 -a. 726 4.J79 0.97J ':O:(S: !. Effec:ive ;:,rooerties bcsec 0,1 F,~50i<si for 12, ;4 o:ic ! 5 goi.,;~ sectior.si r:, = JJksi !or 18 anc 2~ goi.ge sec:ions. 1 ~ cod : 6 gcuge sec:tior.s mcy ,')e :vod:.ced witr. F, = 3J~s:. For }3ksi r 4 o~d : 5 gouge .se.ct"ors, muitiply cllowoble morre:'lt by 0.65. (Co~1ivc.: 1nu11ufu;;lu: !:!I fer u110ilucility) 2 Effective prcpertics ar.d ::llowoble Momen: 'inco·:,ora!e t~,e :;t~er.gt~ ·:r.c•-ecse lrc:,i c·o1d:..,.,a.-k a: fo,:11inc; ·,i;he,'? cpp,ica::,ie. (Al$! AS, 2.2) · J. For deflec!:cn ccfc:,lctior.s. use th!! ef/ective. 'l'lcr.-.ent of :nertic, t • WF,J he,i;nt lo lh,ckness e~cei:ds 200. Web stif1ener reciJirec ::it zup:::ort p:iinli. (AiSl 8 i 2) 5-T:::b:.ilcterJ ::ir'!:il 1Jre t::csed on the ful: 1;n-rdduced cro~s sec:lion o! the stud$ owoy fror:i wi:t' pur.c:hou!s. .5. F"or we.-::1.~oxis orientoticos, h!chnit;ol oi.si!.tonce :s re.::·a. C.::r.tac~ the monvfoc!vr~r for this ossistonce, · -19- -r-r i ~ : J n ! ,. ! lj :' ! Iii p : I .\ _L_. t::-:' -=-==============::.:·:::.~; I ~--------we __ tJ_H_e;.._gli-'\ ______ _ I 01/09/1~97 14:35 7027'3837'37 R2H ENGINEERING R2H Engineering, Inc. PROJECT_-----------~-~---- BY ________ --,-_ SUBJECT ______________ _ °I ce1 Ll!-16 . rot.ST 61'0 ~!18 ··-,c~E.:J Woe-0.()()6't.. 2-;.a:: (),r;r8 lr/4 _Wr..-:; ~.o(o x t.} • o.G-7'2~ "/ft ~E2.· WD: o.or8k'l,fe A.. -: o·.2t,F<. @ l'PO: SPA-Al l· : . WC-tL ':..-ld4J .!Cftt I"'- ,-7. 7' PAGE 13 JOB NO. __ Cl_b_cO_G __ DATE· _____ _ SHEET l ~ OF __ t- Mi.:: o,cr8 xf7.?'/8+.0,2Sx tl· l/4 · ~ ~.10+1.11 ~ 1.a1t1< . )!SE-ICBp· "-143 .... ii ~tl\PUftr< CAL.C, ft)l? Al.LOW s,~~Sj @LvJ-4:S . . ;_ · · . '21.~X 8,0f2.~ ~ I 7. 1 A-~Nt..:; -------~o~f· ,_ . 2-~<;rn x · s.11- . l. .. ~ iz.~<;,.:( O,Cl;8:,{J1. 7L. ~w --"--------O.U:," · :· · .. · o.-. Z<;\S1'0 )(5.i4-::: cA-SE I: · D.;. 4rvo+ 6wi;:' 0.4;'}" ~ 2Hi,o <. ft1.4o > o\( G_ME 'l:. ~ = ~to/o+Jpi.> ~.-;q,. l!: ,X.h&-o <· Jfi4,;1, ¢\<. 01/09/1997 14:35 70279837'37 R2H ENGINEERING LATERALLY UNBRACED JOISTS -TITLE: CEILING JOISTS 800l!Jl8 ~ 29.5" o.c. STIFFENED CHANNEL A = 0.569 in ~-2 D' ... 8 in. B' .::, 2 in. t --0.0451 in. r' -0.0902 in. c, = 0.5 ln. alph~ -l CALCULATE x bar: x par= 0.4J584G in. CALC-tJLAT?.+ I y: a == 7.72'34 b = 1.7294 G ·-0. J.64 7 r = 0.11275 U'""l. 57r= ¢.177018 CALCULATE !x: itt. 1n. .in. in. in. ry = O.Z64084 in,.4 Ix~ 5.146046 in"4 C.A.(.CULATE ALLOWABLE BENDJNG STRESS FOR A GIVEN UNBRACED LENGTH: PAGE 14 06006 11A L 54 in. 1. 12a in---J : o .132_042 in"-4 l E = 29500 ksi. sx = Iyc = Iy/2;;;; Cb= Fy = (L"2*Sx)/(Cb*d*Iyc) = Fb = 19.8 JJ ksi. JllJ.827 CALCULA'l'E BRACE 1-'0~CE AT 'L' SPACING SPAN -17 ft. BRACE S'l?AC!NG Ix --5.14 in"4 Unif. load = a bar = 7_9549 b bar = l.9549 C bar .,. 0.4549 m = 0. 77629-l i.n. distance between snear center and e.g.: x zero= -1.21214 in. K'= -m/d =0.097036 P load~ 1.5K'*2*0.5a= O.J0j75 kips a == 54 in. 0.'045 kip/ft. 01/09/1997 14:j5 70279:337'37 R::H ENGINEERil'IG PAGE 15 Q6ec6 .20 See Note t Below For Yield Strengths I I I ,__S--:'.-CT-IU-,N-. -, -A.;;;-.-Wc-ig_r-_: -, ~i ,-, --q-y ··;-. :;; · , __ -?.-, -·s~:---··-;-:~·-·--y-~;-, -M-c--·-,-; .-·--:-::-.. -···-:-~ o----,.-J --{!--t :;r.i) (t>/ft) ~;~,; (,;,~ ("r,') -:r:) rn-~) (;r<t) {i:,) ! Ut-... :) {10-:.r"· (;~) (i··) ' ··-------------,----ii---------------___ ._ __ _ u.Jag 1..32 : ~ G~i ;_6;7; 0.2·1 C.7-:2 o . .:~c · .o·:-2.1ci j 1-:? 1------------·-···· o.zs.i C.7J5 -1.617 2 . .1c::i C5<1S 4C0L lS -+00E.;1s 400EJ14 400[;12 o.,99 uo 1.is9 1.597; c.26s ~-7~i7 o.sa: i)!'l9 <089 1 :4.;a C.5J.3 :.067 -1.697 V57 0.523 1.J56 ;_297 -1.683 2.4.:Q 0.525 2.957 i.695 -1.677 2-.-ii4 O.S-7 o.62~ 2.12 r :_:;95 :_5-:0 1 c.3s· ·c.7~.-: n.1s9 ·.:96 7.0.34 217-3 o.ss.s 2.92 i 2.: .3e 1.575: o.!5:: ~1. na -! .css 2. · Jc 2.0cc , .307 i ... ______ ..._ ____ -+----------------------------+----------------1 500£Jl9 500EJ15 500EJi4 50CE:J12 ,- 0.·H9 l.6.3 i o.s12 · 2.0e 0.766 2.6; 1.061 .3.61 2.50C 3.312 4.i :s S 556 } 0.569' 80QEJ-l8 8COE:J!6 300EJl4 l e,e0e:J12 , _94 ! s..140 2.47 S.559 .3.09 : 8. 1 56 4. . .3C 1 11.10, 0.725 0.909 1.255 2.JJO, J.2·t3 ~ .325. ::: . .327 2J.18 0.402 2.288\ 0.522 C.!U 'J.i77 0.73: ; 1.C0.3 0.72_,. U22 0. 701 1.8-5:7 .3.Josi J.C07 2.998· 2.96.3 0.254 0.58 I 1.128 0.356 0.700 i. 481 0.4.37 0.693 ! l.971 :J.568 0.67C i 2. 776 2.6CC .3 J:2 4.l 15 5 556 3.127 3 I !3 ' 3.047 106c 1279 · 0.325 250:l 0.654 3549 , 1.298 5.342 ! .3.658 1.75.; 2/,58 3.00 1 3.962 5. J 4Q 4.205 I 1857 ! 0 . .386 .)..).30 s.ssg 4. 1513 .3sss ' o. 774 4.so7 it 156 4.055 5441 . 1 540 5.6.39 ! L:04 4.0CO 8007 ! t . .360 7.494 -1.390 -1.460 -1.446 -1,433 2.805 2.84-2 2.825 2,790 0.755 0,7J$ o.na 0.7.35 -1.224 3.315 0.864 -1.287 3.345 0.852 -1.274 3.330 0.854 -1.258 J.288 0.854 ------------------i----~-------------1-,---+-------....,.-------1 0.8·38 2.85 ! 11.256 .3.664; G.376 G.67::: · 1.81:Z : '.256 S.466 45:ZZ 0.695 7.589 -l.154 3.899 0.912 ICOOf.Jl 6 ICOCEJi4 ICOOEJ12 1.051 J.58; 14-0JS 3,654. G.462 0.563 -2.753 14.035 5'.035 6869 1.781 9.301 -1141 3.885 0.9'4 1.468 5.00 i 19.182 3.615 0.601 0.540 / 3.8.:lG 19,i82 5.000, 11065 5.061 12.419 -i.124 3.8.39 0.914 ~-----!------+-------.;..._ ____ --;.--__ ;._ _______ ....,__ __________ ~-- l200EJ·15 .. II 0.952 J.24 l 7.631 4.304 : C . .392 C.642 2. ! 52 ; 7.631 6.822 5369 ! 1.0l 6 11.455 -1.047 4-.476 0.945 'WOEJ 14 1. 194 .i..06 22.00S 4.29.3 i 0. 4,'31 0.635 3.268 22.00!3 6.305 i 8155 ,! 2.C:i3 14.051 -1.0.:55 4 462 C.946 1200EJ12 -1,671 5.59 ·30.105 4.2SOj ~~:_-~-61:! 50.33 J0.~95_ S.000 J_1451S 5.752 18.824 -1.017 4.41.3 0,9.:.7 4COMJt8 4COMJi6 400MJ14 f 400MJ12 ! 600MJ18 500MJi6 600MJl4 600MJ12 ' 0.434 0.555 0.595 9.959 0.524 0.669 0.837 1.163 1 •. 48 1.89: 2.36 126 1.78 2.28 2.85 196 1.193 . 1.509 i.871' 2.516 ..l.000 J.81 l (742 6.440 1.559 1,64-8 1.641 1.619 0.36.7 0.488 0.501 0.790 0.92iJ i C.9.37 0.930 0.908 0'.487 o.s2: 0)82 l.?.0.3 2.~n o.n~ o.B96 o.8J4 2.387 . 0.561 0.916 l.067 2.380! 0.69: 0.909! 1.343 2.Jsj; o.91; o.8ss; 2.os2 l _ :59 1.~92 1.871 2.516 2.89.3 .u,a 4.742 6.440 2.169 l 2.163; 2.152: 2.042 J.212 .3.207 .3.19! I 3.057 I 801 15S0 1950 3381 1374 : 2662 .3350 5770 0.294 0.593 1.177 3 . .308 1.250 1.799 2.195 2.904 -2.075 -2.163 -2.147 -2.144- 0 .. 355 2.977--1.812 0.714 4:142 -t.d91 l.419 $.078 -!.876 4.009 6. 77; -i.854- 2.811 2.876 2.858 2.836 .3.1.32 J.180 J. 163 3.lJO 0.455 0.4.35 0.436 (},429 0.665 0.647 0.-S48 0.5.15 ----''---------+-----------~---1 aooMJia o.si4 2.09 5.854 .3.ba7 0.458 o.a64 1.1n s.ns 4_.34; 19.3s 0_41s· s.ss, -1.s1s J.S9o 0.191 8001M 5 0.782 2.66 , 7.452 3.087 0.51.3 0.885. 1.525 7.36.3 4.31 g : .3805 . 0.835 7.71i.3 -1.687 J.628 0.784 800MJl 4 0.980 3 . .3.3 ; 9.287 J.079 0.7SS 0.878 2.003 9.287 · 4.22.3 I 4997 ' 1.660 9.538 -1.572 3.612 0. 786 _s_o_o1.1_J_1_2 -+-_,._3s_·_ s_<1_.s'""'5~·t,...· __ 12_. s_90 __ .1_04_a ___ . ___ :)_.9_9_6 _c_.a_s .. _· L ~:0_1_c _:_ 12._~~?_4_.o_s ___ a-+l _er-_,4_7 ___ 4._1_, 0_12_.1_9_1 _--_, __ 65_7_.3_.s_7_:s_o_:1_as_ IOOOMJ!6 0.895. 3.051' i2.SSS 3.760r 0.651 0.85.3: I.R8C 12.6.34 5.6.31 ! 4689 0.956 12.796 -1.527 4.147 0.864 1000MJl4 1.122 .3.82 15.792 3.751; 0.802 0.846 2.661 15.792 $.329: 6640 1.902 15.744 -1.513 4.132 0.866 1000MJ12 !.570 5.34 1 2?.673 .3.716 l.059 0.822 4.165 21.673 5.075: 1:708 5.412 21.201 -1.496 4.089 0.866 !2COMJ 6• 1.008 .3.43 ! i9.650 4.415 0.581 0.822 U.39 !9.650 6.990 i 5565 i i.077 19 . .342 -i.396 4.702 0.912 12001-AJ 4 t.265 uo i 24.542 4-405 0.839 0.815 J ;37 2t.54.2 6.6.57 I 7825 I 2.144 2.3.819 -1 . .38J 4.688 0,9;.3 1200MJ 2 · r.773 6.0J 1 .31795 4 . .366! 1.10a o.791-, s.ns 33.795 6.oa2 11s254 ' 6.113 .32.PJ -us5 4.642 0.914 · NbJES· 1. Effective properties based on F y==SO~si !or i 2. 14 ond 16 gouge section_::, f1 =3Jks; for 18 gc1.1ge s~tiom;. 14 end 15 qou9e sect:o/\:. mcy ce produced ·11i\h Fy -=.3.3ksi. For .3.3ksi 1-4 ond '6 gc;v9e section;;, multiply ol!owabie mClmen: by 0.66. (Contact mcn:ifccturer fo: ovci:cbi!:ty) . 2. Eff~tive properties one ollowob,-i,, Morn11~1I :r.corporo\e the· strength ,ncreose from cold-work of iorming · ,where opplicob!e. (AISI AS,2.2) J for deflection colculafons. use the effe::tiv-: •m,rnent c,f ;nr.rt;o. .; 4 • Web 1-ieigh~ iC thir,;kness e~ceeds 200. Web ~ti!fener requirc:d 01 sapport point~-(A,Si 81.2) IC6o f<.EFOR.T 4~43 5. fobu!ctec oreos o:-e ::>c~ed on tne 'fu;I un-ree!uced ·cros, sectlon of the jo;st nie.-r.ber. 6. For "Necl(-axis or;entotiolis". ree11nico1 0S!:istonce is req·a. Cor.toct the manufacturer for this cssistcnce. -1~ .. f t 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 15 $. R2H Enginel!ring, Inc. JOB NO. 9Ge>o6 PROJE;CT ______________ DATE _____ _ 9y __ ~_._W_. _·_ SUBJECT __ C_f_·t_L_H_Jc_;i _______ _ SH.EET 21 OF __ .. . . .. ; . . ... ·. .. . . . . ........ --·.-·-..····· -· .... . ..·. -~$ . . . . . . . M~~;:·!u:°: ·. ~~··· • .. . . +~ /iau~a ;ra1~r · : .. + ·'.· ··k:-re/ ~) · 20·.J···:s-0~.ib/~: · !iJ.R: BEA·RtNG WALL \ 1 1 · .... , .. . : : ; ~~; ·: ___ f~.:.~---·'. ·;·.~:-(.-.. ; ; .. :.· ... :::. ~':. . / ··-·· ~-.-.:_.: __ ·: .. i.t_._-.:~·-··._:_._:_: .. ___ · ... ' ·:.~·:··: ... ;-.:ft.0~~:ra~~-~-,~-:·~;:r6~::· :~·---i·'· .. ·: ·;·· · :· .. ... . ~S~!C 2ll·..J' ; .. '···r~l -.~ J6'··· .... ·· .. -· ,'. : .. rit:.·:r· :«·r·r~~TfC4. ... ! to· Ar\ ·:-, 12 i.-: , @" ,,,.. M·o1; ·--· «;···: + .. ,-.......... : ·. · .. A_~.V.'!'J.i'· ;· V c.':"-. ,cTf.. ·: /. ~i...:' • f:'. . 0 . .. . . . ·(' .. 1 , '.. . . . , .... ' . ·:·_··;·····_·. -.' ·. ; .. :;;.,,.,.56b .. r/:3~ =. "o J'K ,. 6 ~ . . . • k. . :.·.··-:·--· ........ .. --.-----' .. ;· · · ·· -·: ·i : ·. · · · -I 4 ;i · .. . ... : . ····-.• : . ~-. ·i : .. ; .: . q ,r • . ~ •••••. . .. .... · ... ·-·---...... --~--. --· ··=···· ·-;->···. ~ .. ~-•: ... : , . " . . . ~ ... .. -' . ·: ·: . : ·,:r:u> ···'.~:u-_~·.ti:..'i':J··~·-;;-;u,A~ ·rv·: . ·l(: ,. ~vp. irouc,·, u·'*' ,:..p. ~,, ··,.c.r'l.i=...1;@,..I' ....... ·:· ........ w:,-~~-.,.~-1;~~ , .. 1..1\.~ ~_I\ J·.•· . 2 ~ L • 1¢ fTT'-N,_.,._OCk.1;,. , :,;~ ..-:. _,;;i;;.'f.\J:. -~ .. _-·:'. · .... · -~·:···:·::·-.. ;_··: .: .-... -~ ;: . t ·::·t .... __ .. -. ~UOl\f . 100 lbftt-. .. ~.-. ..... . .. ·. :: ; . · ... :·--:. ~:::::-~;~; .. .-....... ,--,; (. :.; .. .' ··._·c.eJ (...~tv(;J xi SM.! C LOA O ,, .. : . ·.;.:_;::.~.--· .. : . ·: ., .... ·.: ·:· , .... ~ ....... ·:--.·· ;· : .. -·:::. ·it:C. w/ ·:: A4~ f '/ 2,7~ c~x~ )' j ·~! ;i,j/J·('f1--/'f'.. · i (), l ·:· ,: ' ........ ,.,, -~·---.. ;.-,-.... --·-· ..... . . .... . .. v.. -/ £w {/, . ~x i;;.i_ 1.€, __ .... ,~ XA> ~ .. <. ~x.olft \ :~ '.'. ·> { ··: :.~.:-.. ~··--1 .:::· ·: .... :":.i. !---)«! .f :. ' , _-: ~~r.: 17<,4-t,f( NA riff\}€\; t{f Lf! --· X~ck:if )~-:@1~i,. ·. -- _l:~_! ·:: >. ::: .-l ">· :.:-: .. ~:·_··l · :.-·. ·:/::·:;'.:{ .. :··· 1·. ~-: : '. .; . : :_!t~aj $ft~; 2~/2.'!3• {~b ~/~·:_.;~q111r~_;·:o~ ·. ; :_ . . ... : . .. :_ -i, . . ; .... ; .. _;. · .. : '. ·.. ,; !f'\·120· .n_ f!!.M r-JT.: i. ,,,, t ,'1 :Hz8· ·. . . . . . .· ;,~-;---!-..... : . ; .. ;. : ... ; .. ~ .• : ... .,; .• : ....... -~··:-=.· v.t.J ~c;r'"'K.. Nv ~,.u ·i··::, .. <··:r.w.rti~/i.i,~N::"·_;,._\o.lE>·srutf srr~ffNE-R:·· '·· ·. · ... : .. -.' · .:_.. :. : .. :::·.::_·_ -·: . .-.. ··,' ... :_·;-_;. ;·_._;: .:. :::-'.~·:::.-:: ... ·: . : ·: . ' .. : . _. .: ' . ·. :· -. . . : . ! ....... , ... •· .• . ........ . ;_,· . ) ..... \" .. -~ _; __ ;. .. . .: ...... ·... . .. ; . , ... .. . :i. ;,. ·. . . . :._ .. I!_ ... :_ ••..... ·:,'. .•• ,_·, ..... ·, • • • . • r• ·, : ~ ~ • ~ • • •, • ,••• • • • : .. ; .... i ~qlNP:.rtr6.f: 01t ;1i~~·:· Hf A Pc-It :( ry~). · -f ~ '.. · : :-~·.:· :.-: \:,: w~~:.(?~ti~Ji r:z~s + :io x4. ! =: . ~~-o t-&I ~ _ .. :.: .. ·: .... : _ ... ~~ ~ txJvoxi/:~.(.?~~ 'th:. . . .. :·:: i ·.· < :··--~oiJBLE·:6oatCtB_.,:.f.1~"'r6cto.x_2·u. >17~5: ;·.; .. ~. : +~FJ:/+: '. .: .•.. : "•. r•··.•··•···1 .. • ..•.. •: . •.· .. :. : .... .. : ... L1" ~ .Gt\f Potf. (UNO,E-R l~Tt, ~A,~ 'B:eAM) _; ___ ·; , .. :. -~;ii,~{c_o·~~ifik '. .! /LiNt ©.~~~f-1) .. . .· . : '. .· D.q~:~.tsrupi. &;o:X~;16·),· i{u,r~W ;p ,-:~.~k. · • 1 •" .,,; I '•-l .... £ .• .• , , .• • ' . . . : .· ~ : . . :: .:·: :· ! . ~. . . ~ . . ... ·. . · ...... · .... . ' . ' ·.·· ·. . .... :. . .. . . . . . ' . :· . . .. . ~-. . : ·...... ~ .. ~-., ~ . . ;. : .... : : . . ... . ....... . . : ~ ;, :r. :j :· : .... · . . . . . ; : . . · ... . . . ' . ·-· . . ~ .. . t= ·: . : . . : . . . . ~ : .. _ . ! . !··-: •.. i !· : ..... :···;· . : . ; >""·. ,-···= ; • l : • .. .· . .. ······ ... ';":· .: J t . :. . '· : . •. W"-'fr '. . ~"'-.. . r .. : . ( • ••i•« Wh•,--~ •••« ·,_• • • • ' . .--.1}-· _-,~-MA-;t ~-' ·.'..·::~· ·.· ·. .. . . .. ~ ... , .. ·... . . . . . i. ..... ? ·. : . . ...• . . .. . . . . . . .......... ~. ... . ... --· ........ . . . .. : .... . . i' p .. · I . .. ...... . .. :--. : . .. 1, ......... ·' , .. .. . . . . ~ · .. :~ ·:~:---.~ -~~ .: ·:. : -~ -=~-· .. . : .. -t. ·cf·.·:· .. . . . .·· :_ :·-.. , ..... ·. -rj 'r- 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 17 . .: ~ R2H ~ngineering, Inc~ . JOB 1NO. '1600 6 .w. PROJECT ___ Lol_ 1/6 . . DATE 1_2/s/?6 sv Dw.2.s · suBJEcr Re u1se.d. Po..rteJ.s -lnt~ Kt L_ sHeET '2.1. oF __ . . . 4. T1q -OP WA-u..·: ·oPft-1/N 6i · DE-S/6N : ·PA:Nf:t :·:8 ···_-_ , .. ··:--,-:: · -· ,_ , z,f ·· • ·· . : : t3 t s t g r '0 . r t D I .... · ·, 1¥,S : . . It ' " Lie. :: · !f 17 Ac. ~ ...• 06 7'7 ! .... . . ' '•• ... ... ... . ... ··• ..• p;_~t;:: . 9 .. · .... _:__ • Uytc-h_c;_ Yl'ed_ -fro"" c;'( I ~I Y¼_{. &Ja, )) 'i :Z . --·_ ~ _ ; .; 1< ;:-l< := _ /:,~S. . · · ---· . : . _. __ · . ... .. . ,._ . . . . . · . .. • • P C<.rUd i } l --' . Un ~}tc._~q eo/ ' : . "\ .... ,. -. . . Otit (c,._/cs f1f ' ' R.=-J,2.7 . . . . . . . . , . : ' . . : .· . : '. : . . . . . .. ,: : •' ·. . . . . . ·: .. : 01/09/1997 14:35 7027983797 R2H ENGINEE::,:RI:.:..:NG.::...~ ______ PA-GE_1_s __ • R2H Engi1ieering, Inc. JOB NO. 'f6.0tJb PROJECT ____ L_o ..... f __ L/ ___ 6__,------..---· __ DATE. 12/S/9G sy · f) lAJ S susJEcr Re.. v J ~ eJ Pa. rte/ s -l, ne.. Kt_L SHEET i~ r oF __ ....,,-......·· ____.., ____ --,-------------i .. IS.' ......... ·-... . . . . I 1!J· Ji/ , .• jl:77 ,_ g.z -.· .... · · !. _,__~_,_,,_ . • 1 -s' T · ri.1 1tl 6·3' j~-Z.·l' ·1 . I f< ,~~-4.rty: ·oF·. · p~rte I H/i (·~::·:~-~ /2. 1, z· ···:=-1, c,6 6 ., -~;J::. :· , J ¥/2.f-~ ·_ 15/li7 ·,·,;·· ·;/1// .. -~·8 · · r. :/l -~ · · 15. -· .. :, . .. . ... -.. . ' .... .. f-)f/l·: --'.11//,o,-i. ·-/·37 .... -· °fl.If.": 8,:Z'/ =.,·gou 1a... .. f/012.. : ( . . ____ f-_=.>f-)c[_ S''.1/;i·g· =.1/!S6 . . r.-.>+ /d.._ · ·. 8 ·11-z.,, = J1 9o ... . . ', . . . . ·: ·· 4~ ·= · 67 4c.-= . l.71/ AF = 2·tZ1 AF-== ·$£8 , I<==-··: I I¥-~··: .... . : : ... ·-:--~...:.....' --------:-.. ---------------·---.. -.... -·--·-- P~Y.\e_{ l ~ -u. .. ~ ~~;_p_c:e.,J -Ot_(~' -C~/c_s· .... '.fJ ·98 . .. . . ~ ,~ r ·: ,. I<-. = z·;, o :z ... . . 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 19 . . .\;·,(' . . ' •.. • ~v: . ···.··: .··R2H Engineering,, Inc. . . JOB No .• Cl&.---OQ~-- DATE .4.:lS:..'.i~--..... sueJeCT . e6t:1fL.S -~l(j!-:{.(S,..~.ewr~w ~~11-l10.J.1't: SHE!:T ---'6b OF. __ --·· PROJECT J-D. T L_±1:i __ _ 0.t 0,2 0.) 0.4 0.5 o.~ 0.7 O.s 0:9 1.0 I.I 1.1 f.) l.4 LS· 1.6 1.7 u 1.9 2.0 2.l 2.l 2 • .3 2.4 2.S 2.6 2.7 2.a .J., l.O --l .. .. --i. • ·:··i . -·. --~ ....... t • I. I •••• I .I IJ.001 0.008 0.027 0.06-. 0.1!.:S 0.216 0. )4.3 <Ull 0.72~ 1.000. l.J)l 1.724 2.197. V'-4 U7S · 4.096 4.91l' .5.832 6.S.59 8.000 9.~61 10.6-li 12.167 ll.82" l.:S.62.:S 17,760 IMU .21.9$2 24.Ji') 27.000 Pier Dcrlc.:1toru-• .1 0 02~1 0.0507 0.1)71) O.lO.Sl u. I }S4 l).1 eSl.l 0.2036 0.2"27 0.235·1 Q.J)jJ O.lU'i 0."440 (l.S-0~0 0:5786 0.6fol o. 7-'l l O.Sl.&3 O.<;Hg l.046. 1.1664 l.l964 J.4.)70 !.5$3S i'.1°)15 1.926.5 2.1294 2.3146 i.521\6 1..n~1 l.9910 .~ C a11til1tv~r O.o:?5J 0.0521 u.0840 o.1i14 0.161iS 0.1221 o.!!S96 0.)710 0.468.S 0.5840 0.i196 0.8772 1.0S!t3 i.::66S 1.xm ,.neg Z.0659 l.)949 i.1159 uno l.618~ 4.1064 4.6J83 5.21H M4Je 6.SIH! 7.249t J.ono l.8709 9'.7SOO I.'? S-K/Fr ,-Z:,O<o ~,0'1 -4: It . <:.t,, 11 ! ···-·1 I•• • !· .. -· I ... 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 20 • R2H Engineering, Inc. JOB No. <;~tJtJt . . PROJECT ---·---...a.L-'-. (j;;;;;_jt"--,- 1 1i.....,;6::;.._.._.____ ___ 1 _ oATE J z/ s / 16 av -D iv s-suBJecT I,_ P v Is eo, Pa,.ttds -Line. .. )(tL SHEET 1.. 5 oF __ ~-fa.,{ Force. LI }'\_e_ . Ki L -/0:3; I K Pc,_YL~( I< 1~1d1 l-1 force fo Petr,.e.l : ·8 . 1,s ,ZJ, 8 )( . : .... : .... . . .. · -~ . . . l 1SS 2J./.,6 K. : ' ~I z K .· I l.. ·. J, 2 7 r2 ,)~.S :z,3 K 13 2., oz. :32,2. K /Dj I I K . . . ,. . ... • ·-: : .. ·-·· . : : ; : . ,. .... ·-... -:· . . .. ....... : .. . 01/09/1997 14:35 7027983797 R2H ENGINEER:I:.:....NG,:;___ _____ PA_G_E _2_1 -- _$ R2H Engineering, Inc. . · · .· JOB NO. ~btlqG · · PROJECT ___ . _Lo-=-----f_ff--""t.._ ______ oAre·· 12/s/16 . BY Dws SUSJEcrl..eu1sed. />o..rte./s -LIJ'Le..· KtL SHEET :ZG OF_ PCLni.-t .. i. . ....... ___ __ . \J :::.· -2. ·:j; t & . 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"'. . . . ........ . . . ,· .. •. .· . . .. : .... . .. . • : : •-• ~-·~:: I ~.y~:1.:~: ·. :.-. . i : ___ '. · .. ; .. \.:.:.-rt·: :.< : · .. ~ • :;. -• • • •5-,;.,, :... ,;,•,.•!• "• : ' ' ' I : ... ; . !· : . . . .. . ~ . . ,•, , ........ . . ' . . . -. . '•• . ..• ! . • . .• . • : . . . : -; : . : . . ~ ~ . : . -~ . . .. : .. • ... . . . ... •., .· • . • .-f . . . : . . : . . . . . . . . . . . : .... ...... ., ; . ' . ' . . . . -: -· :,._ ·-..... . ~ . ... . .-. . ..... . -·.· ... :· : . : .. . ;,• ... : . '-'Abt:. L.',; ~~H t:.NolNt:.t:..:..=.~l;_;.Nu _____ • __ _ _$ R2H Engineering, Inc. -_ - PROJECT LO f .'i 6 av D <..<JS suBJECT l<e.. u l seJ Pa n.e./s -L; ne. K{L I • ' : .. . .... . 6·s'-' ..... .Se.is 1/'A,; c.. . JOB~O. o/6006 DATE 12/s)rt L l SHEET :2 7 OF - .i~~ D D 17> -~f (j.to;c.{). 3 = ~g~ I ;sf ~-... . I ' ')l/,5 ... ' .,, ...... , .... . l-Lnt f !JL '.::: /61/ p-lF: ··:\· or,~t (C{/(5 U.J1\l F lL ~ 1-SJ 1-lf. > ·. f..f£. · . ·~ _1::.-,.._ ____________ ~ -'J,{,7. I ' .. .. .. ·; ,:·.3-p/_.;;j?~n.e..l . . . .... -VJ I Jct: I ~cL '2P psf ( 8 1 t--½' 1-1f) /s 1 == 'I 2 ·S pc;f -- ·Ad.ded_·:<s e1.s.·_Y'rlt'-L ~qd_ . . . . . ·.· 1~;~;·w·,nJow ==-'2.'8 1 /psf ( f +-~) /g ·= :J./16 t~f : -rs~/;w· \NI >:rrbw = 31; 6 f5F- . -_,>Pier-. oK {_see. co~v..pukr . f r1J o~_) .... :,.,; ... i.. . . . .. , . · :z, cf '·J+· Petrte_{ --:·. · · vJ1Y\cL LCXLcl -zopsF ( !f t-2,9)/2.,1 ::. S¥,£psF · -- A-cld ~. s-eJs. 1/Yli (_, LC ~cl . .. ... !_Above_ vJ I nclow -= '.2.8 ,t ps f-(If) /2,9 = 6 7~ ?· P s-F- . -lJelow vJ, nd.ow -:::. 6 7, 2. /5 f- - ,\ f-'Ci~ nR,./. tJ \ 0 · ~ e~t~n. 5-fto~~ f3o..c.K . ' . ·. ' 01/0'3/l '3'37 1-t: 35 7027'3837'37 · R2H El'lGINEERING R2H ENGINEERING TILT-UP CONCRETE WALL PANEL STRIP DESIGN tOT 46 PANEL 8 2. 9·1 PIBR Date: 12j05/96 PAGE 23 Page: WALL DATA V&R1'ICAL LOADS LATERAL LOADS --- Wa-11 Keight · ;: 29. 00 ft Uniform Dead ·Load , -164. o i Poin~ Lateral Load Pa~apet Height = 1,00 ft Uniform Live Load ~ 253.0 # ... Heir.int from Base = 504. 0 I ; 26.25 ft Thickness -7.50 in ..... &cc. " 5.i5 in (this is a Seismic Load) Rebar Size i 5 Uniform Lateral Load 67. 2 ~lf Rebar Spacing -• 8. 00 in Concentric Dead Load = 2310 to-! ... distance to Bottom Wall: ZICp . = 0.300 Conc!ntric Live rioad = 213&,0 ~ ... distance to Top : o.oo t 14.50 ft : Para net:· zrcp = O. 300 i this is a Seismic Load) Min: Allow Detl Ratio " lSO. ooo Concrete Weight = HS. 00 pcf Wind Lead " 54. 50 psf Fixity t Used ~ Base = o. o 1 seismic zone = 4 · ,,.. /)e.s 'yt 5 rrow:,, J!,~c. MATBRIAL DATA StrMMARY _:.-,.. C ~ -~ f •c = 3000 ps~ Using.~ u.ac Sec. 19-14.0. methoJ. . .:-~a~t, No:Ht~rated--,-____ Fy = 60000 ps1 ., Se1sm1c · Wind -'\ Phi " 0.90 ~-n t Phi: Moment Capacit1 : ! 168042.Sin·# 161306,Sin-~ \ Min. Vert Steel~ = 0.0020 Appiied: Mu ·i Mid-Height .. ;._J].H47.1 in-# overstress! 136818.5 i&," Min. Horiz Steel t = 0,0012 Mu ~ Top of Wall = 1548.6 rn-# -nn·.-r-rn-# :i:ax. Vertical Spacing = H.00 in Allow Axial Stress .. 120.0 psi 120.0 psi Max. Horizontal " 18.00 in Actual Axial Stress = 69.7 psi 69.7 psi 1d1 : Deoth To Steel· = 5.69 in Max. As\: 0.6 'RhoBal .Q.0128 0,0068 0.0068 Wall Weight " 90. 62 ~sf Maximum Service Defl~ction 2. ~26 in 2. 482 in Effective Strip Width = 12. 00 in Ht/Service Oefl Ratio " 119 : l Excess Oefl ! 140 : 1 · Live & Short Term Loads -Combined Seismic Parapet iit Used · . Space bars ! base of paraoet at = FACTORBD LOAD ST&ESSBS . . • 13.0 in SBRVICR Li)AD DKFLKCT!ONS ---- 18. o in Basic Defl. w/o P·Delta Basic .Mu w/o P-Oalta 1'!oment in Rxcess of Mer Max. Iterated Deflection Max. Iterated Moment tOAD FACTORS USBD AC! 9·1 ; 9.:2 DL • ACI 9·1 & 9·2 LL-= ACI 9·1 & 9·2 ST = ~··· Seismic: ST ~ ACI 9 • 2 Group Factor . = AC! 9-3 Dead Load Fact = ACI 9-3 Short Term : UBC 2625{c)4 Kl.4• Fact~r UBC 2625(c)4 ~o.9· PactM V4.4B. {cl 1983-95 ENiRCALC Seismic Wind · 1.167 in 0.853 'ill " 122822.0 in-, 88872.4 in-# Basic Defl. Y/o P-Oelta ~ Basic Moment w/o P·Delta = Moment in Bxcess of Mer = Max. 1terated Deflection= Max. Iterated Moment · = Seismic 0.841 in 88356.S in-# 102692.7 in·# 2.926 ill 102692. 7 in-t rliod 0.670 in 69787.t in·i 84332.8 in-~ 2.482 in 84332. 8 in-~ = 179447.1 in-!136818,S in·# 6.548in 6.733in = 179447 .1 in-#136818. 5 in·# ANALYSIS VALUKS ---------- 1. 40 l. 70 l. 70 l.10 0.75 o.~o 1. 30 1.40 0.90 g :S7 1000t(f 1c'.SJ = 3122019 psi S·gross n: 29,000/Bc = 9.29 Mer~ S t Fr Fr: 5 t (f 1c' .5) = 273.~6 psi Rho balanced Ht / Thk Ratio = 46. 40 Seismic As·(eff) • [ Pu:tot + ('AstF¥°1 I / Fy= 0 .611 in2 1a1 ; (As*Py , Pu) /(.SStf c*l2) = 1.199 in 1C1= 1a1 / .85 . :: l.HO in Mo111ent of Inertia MO'dification Factor l. 00 1-gross · -421,9 in4 I-cracked " 115.2 in4 I-effective (ACii 0.0 in4 Phi : Capacity Reduction Factor • 0.90 Mn " As !effl I Fy • ( d • a/2 J : 186714 in-# 112. s inJ = 30809.4 in·# 0.0214 = -Wind ~.584 in2 1.144 in 1.346 in 1.00 421.9 io4 112.1 in4 O. O in4 0.90 179230 in-# R2H BNG!NEERING, KW0602~1 01/0911987 14:35 70~7983797. R2H ENGINEERING R2H ENGINEERING TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 ?ANSL 8 31-0 2 PIBX XALL DA-TA VBRTIC.U, LOADS lidll Height : Z9:00 ft Unifon Dead Load Parapet Height : l. oo ft Uni!orm Live ioad Thickness • 7.50 in ..... Bee. " : Rebar Size # 5 ~ebar Spacing = 8. 00 in Concentric Dead Load : Wall: ZICp "' 0. JOO Concentric r;i ve Load = Date: l2/05/96 LATRRAT. LOADS 164. 0 ! Point Lateral Load 253. 0 # ... Heicht from Base 5.75 in (thit is a Seisnic Load) Uniform Lateral Load 0.0, , , .distance to Bottom o. 0 # ... distance to Top (this is a Seismic Load) Parapet: ZICp = 0,300 Min. Allow Defl Ratio : 150.000 Fixity l ·used i Base = o.o Concrete Weight ;: 145. 00 pcf Wind Load : = ; = = = PAGE 24 Page: 504. 0 ~ 26.25 ft 67 .2 plf 0 .00 !C 14.50 ft 54. 50 psf Seism1c Zone ~ . 4 ~TXR!AL DATA SW!~ARY -:::::::::::::==:;:::;:::_~=:_=:_=:_=_=------;= ()/( f I c : 3000 ps~ ·using: UBC Sec. 1914.0 ntethod,~~fi'~·r,1ion-Iterated --... Fy . = 60000 OSl / Se 1sm1c ijind . \ Phi • 0.90 • M-n t Phi : Moment Capacity : 142300.6 in-# 139842.l in·#/' Min. Vert Steel t ,. 0.0020 Applied: Mu@ Mid-Height = 138439.8 in-a 1012.11.JJJtf· Min. Horiz Steel l : 0.0012. Mu J Top of Wall = 154 . in-~ 3261.9 1n·# Max. Vertical Spacing • 18. 00 in Allow Axial Stress " 120. O psi 120. o psi Max. Horizon~al ,: Ja.00 in Actual Axial Stress = 20.2 psi 20.2 psi 1d1 : Depth To Steel ,,. 5.69 in Max. As\: 0.6 t RhoBal 8.0128 O.OJ68 0,0068 Wall W~ight . . = 90.62 psf Maximum.Servi~~ De.f~ection : 2.-,03 in 2.247 fo Effective st-np lhdth = 12. 00 1n Ht/Ser'llce Deu Racro " l20 : 1 Excess Defl ! 155 : 1 Live & Short Term Loads Combined · Seismic Parapet it Used·· Space bars@ base of parapet at " · 1ACTORBD LOAD STR!SS!S · 13 .o in SERVICE Ll)AD DEFLECTIONS 18. 0 in Hind 0,670in 69787.l in-lt 74013.4 in·# 2.247 in Basic Defl. w/o P~Oelta Ba~ic Mu 11/0 P-DeHa Moment in Bxcess of. M~r Max. Iterated Defleat1on Max, Iterated Moment · ~OAD FACTORS USHD ACI 9·1 & 9·2 DL : AC! 9-l & 9-2 LL : AC! 9-1 & 9·2 ST = .... Se-ismia = ST ;. AC! 9 • 2 ·Group Factor = ACI 9 • 1 Dead Load Fact = ACI 9·3 Short Ten = IIBC 2625(c)4 '1.41 FactM use 262S{c}4 10.9 1 Fact~r V4.4B (c) 1983-95 ENBRCALC Seismic Wind . l.167 in 0.853 in = 122822.0 in-! 88872.4 in-, = 1J8H9.8 in-'#10l277.8 in·! : 6.221. in 6.298 in : 138439. 8 in·#101277. 8 io-1 Basic Defl. wio P·Delta = Basic Moment wio P-Delta. Moment in Excess of Mer = Max. Iterated Deflection. Max. Iterated Moment = Seismic 0.841 in 883S6 .5 in-! 92521.9 in-# 2 .903 in 92521. 9 in·i 74013. 4 in-# ANALYSIS VALIJRS ---------- 1. 40 1. 70 1. 70 1.10 0,75 0 .90 1.30 1,40 0 .90 g :57,000*H 1c'.Si ,. -3122019 psi S·gross n ; 29,000/Bc ,. 9.29 Mer. S 'Fr Fr: 5 t ff 1c·.si = 2.73.86 psi Rho balanced Ht / Thk iatio ,. 46.~0 Seismic . As·(eff) , I Pu:tot f {AstFy) l / Fy... 0.508 tn2 1a' = (AstFy + -Pu) /{.85'f'c*l2i = 0.995 in 'C'; 1a1 / .85 ,. 1.171 in Mo~ent of Inertia Modification Factor· 1.00 I ·gross = 421. 9 in4 I-cracked . : 102. 7 in4 I-eifective (ACI) : 0.0 in4 Phi : Capacity Reduction Factor = . o .90 Mn = As (eff) t Fy t ( d • ai2 ') = 158112 iiH 112 .5 ir.3 = 30809.4 in-~ ~ Wind 0.498 in2 0.02H . 0.916in l. H8 in 1.00 421.9 in4 101.4 in4 o. o in4 0,90 155380 in-i R2H BNGINBER!NG, KW060291 I ' ;~~· .. . . ' '· • I t, '· 01/09/1987 14:35 7027983797 R2H ENG_INEERING PAGE 25 ... R2H ENGINEERING l'a·~· 1~/·1=195 :.J t,.., • .. "' V.J / Page: 30 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PANBL 8 .g 1 ·0'.' PIRR WALL OATA VBRT!CA~ LOADS LAURAL LOADS ---- ijall Helghc = 29.00 ft Uniform Dead Load = Pa1·apet Height :: l. QO ft Uniform 1i ve Load ; 164 . 0 ~ 2S3. o ~ s. iS :11 ?oint Lateral Load ... Heiaht from Base l3i. 0 ~ 26.25 f~ Thickness -·,. 50 ir. ... , , &cc. = . {thii is a Seismic Load) Uniform ~ateral Load Rebar Size. i 5 : Rebar Spacing • 8. 00 in Concentric D~ad Load Wall: ZICp = 0.300 Concentric Live ~oad = o.n 0 .0 i! ... distance to Bottom = ... distance to Top ~ 31.6 Qlf 0. 00 t.t 14.50 ft Parapet: ZICp = · O, 300 Min. Allow Defl Ratio : 150.000 Fixity \ Used @ Base -O.o Seismic Zone = 4 Concrete Weight :: 145.00 pcf (this is a Seismic Load) Wind Load , = 42 .50 psf MATERIAL DAT~ SUMMARY ---------- f' c :: 3000 psi Using: UBC Sec. 1914.0 method ... Bxact; Non-Iterated---- Fy = 6r)OOO psi · Seismic ii ind Phi :a 0.90 ~-n t Ph.i : Moment Capacity ~ 142300.6 in-J 139842.1 in-# Min. Vert Steel% = 0.0020 Applied: Mu@ Mid-Height = 98790.8 in-~ 820i2.8 in-~ Mill. Horiz Steel % = O. 0012 Mu J Top of wall = 1548. 6 in-H 3170 .1 in-# Max. Vertical Spacing = 18. 00 in Allow Axial Stress -120. o psi 120. o psi Max. Korizontal = 18.00 in Actual Axial Stress .. 2,.2 psi 20.2 psi 1d1 : Depth To Steel = 5.69 in Max. As ~: o.6 t .. RhoBal a.0128 0.0068 0.0068 Wall Weiqht = 90. 62 psf Maximum Service Deflection ~ 1. '174 in 1. sn in Effective Strip Width • l2.00 in Ht/Service Defl Ratio =-196 :l 218 ;l Live & Short Term Loads Combined Seismic Parapet Wt Useli • Space bars @ base or parapet at = FACTORED LOAD STRESSHS 13. 0 in SERVICE LOAD DEFLBCT!ONS ---- 18. 0 in Baaic Defl, w/o P-Delta Basic Mu w/o P·Delta Moment in Excess of Mer Max. Iterated-Deflection Max. rterated Moment . COAD FACTORS trSRD ACI 9·1 & 9•2 DL = ACJ 9-i & 9-2 tL ; ACI 9-1 & 9-2 ST = .~., Seismic= ST = ACI 9-2 Group Factor = ACT 9 • 3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 '1.4~ Fact~r UBC 2625(c}4 •o.9• FactM V4.4B (cl 1983·95 ENBRCALC ; = 1.40 l.70 l. iO l.10 0.75 0,90 1. 30 l.40 0.90 Seismic · Wind 0.795i:l o.&69in 83071.l i~-# 69617.4 in-# 98790.8 in·# 8202,.8 in-# . 6.221 in 6.298 in 98190.8 in-# 82022.8 in·ff Basic D~fi. w/o P-Delta = · Basic Mo~ent w/o P·Delta = Moment in Excess of Mer ! Max. Iterated Deflection :: Max. Iterated Moment = Seismic 0, 576 in 59977 .1 in-# 64173 .5 in·# 1. 774 in 64173 .5 in-i Wind 0.525 in 54685 .1 in-~ 58911.4 in-~ 1.597 in 58911.4 in-# ANALYSIS VALUES ---------- & :57,000•(f!c" .5) = 3122019 psi S-gr,ss n: 29,000/Rc ~ 9.29 'Mer= St Fr Fr: 5 t (f 1c·.s1 = 273.86psi Rho balanced lit i Thk Ratio = 46. 40 Seismic As(eff) = [ Pu:tot + (AstFyi l / Fy= O .508 in2 1a1 • (AstPy t Pu) /!.8Stf 1ctl2) = 0.995 in 1c1~ 1a1 / .85 :: 1.171 in Moment of Inertia Modification Facter 1. 00 .. ! ·gross = 421. 9'in-l !-·cracked = 102. 7 in4 I-effective (AC!) : 0. 0 in4 P.hi : Caoacity Reduction Factor = 0190 Mn • As1effl , Fy t { d • a/2 ) 158112 in-# = 112. 5 in3 • · 30809 ,4 in-i -0.02H Wind o .498 in2 0.975in l. 148 in 1.00 421.9 in4 101.4 in4 O. O in4 0.90 155380 in-# R2H BNGINERRIHG, KWOG0291 ' ~)l:j 01/0'3/l '3'37 14: 35 11 ~j , di R2H Engineering, Int f-b 7027'3837'37 R2H ENGINEERING . It lf 1_~1. PROJECT . 0 lf . av . CJ uJ5 susJEcT f..e_vt5e.r/... fc....ne_/s -Lnte K ~-L . , ii .. ~; Pttnel _ 2_ ,, fJeS,:'i'-Sfro,1~ &c-cc.t -For ·2 ,7 ' /J/a PAGE 26 JOB NO. ?6CJ()6 DATE /J.)S !?6 -F I SHEET .J / OF __ i ~5 6 : . · l,cy,_ l {o i VVl s.e. 1 .s vv.i i c. / oa_d._ fi;z.psf 1-zs,11sF)z,•ut =-'27&·1/ p!f · ts 8 X8 X { o K (see covvywl:er prmf ~uf) . . . ' . . . . :-. : ! . . ·. . ·.· ... ·. ·-··-::-·-.. 01/09/1997 14:35 7027983797 R2H Et-JGINE_.:E::...:R.:..IN_G _________ P_AG_E_2_7_ R2H .ENGINEERING Example Problem #1 Example fo: User 1s Guide 0000 MDB ~at~: 12/05/96 Page: j Z COMPOSITE STEEL BEAM DESlGN LOT 46 ~ PANEL 8 2.9' PIKR -STRONG BACX DBSIGN · BRAM/SLAB 04TA AlSC Section: · ts8x8xl/4 Beam Soan = 29. 00 ft Beam Spacing = 2. 90 ft Slab Thickness = 7. so in DHSIGN DATA Fy = 16.00 ksi t'C -= 3000 psi Concrece Density 145.00 pcf Jcud.Dilmeter ~ 0.75 1n SECTION PROPBRTIBS I·sceel ; 75.1 in4 s-steel; '!'oo = 18. 77 in3 S-st~el: Bottom ; 13.77 in1 ! ·tr ; 565. 73 in4 Deck Rib Height = 0.00 in Rio Spacing " Q. QO ia Rib Opening Width ; O. 00 in Ribs are Perpendicular to Beam Slab on BOT-R SIDRS of oeam tlot using partial composite action Stud lle:ight = 4 .1JO in Beam *tight noc·added to applied, loads Stud Ca:,acitv = 11.50 k Allow Fb • 23. 76 ksi n : Strength -:. 9 I 29 n : Deflections = 9.19 APPLIED LOADS ·S·tr: Top " 104.80 i:iJ S-t::-: Bottom " 56.00inJ S·tr : 3f f. 'l Bot. ; 37. 48 in3 ntStr: 8ft. ~ Too " 575.95 ill3 x-x Axis From Bot ;; 10.10 in V-horiz 1 100 % = Ub.62 k ~nea4_1oads~ : Loa~s Appl~ed, Before 75Curing .... Unlform Load# i:: 0 .• 0 Klf . "Live Loadsw : Loads Apolied Atter Concrete Has ·cured ... Uniform Load j 1 •. O. 28 kH MOMMS i SHEARS SIDIMARY ----------ilead Load Alone = 10.5 k·ftUSS: ts8x8:<l/4, Full ~omposite, Seam Is OK Shored & linshored Dead + Const 10.5 k·ft Stress Checks for Sllored & Unshored Cases ... ·oead t Live : 39.6k·ft J Bot::om of Beam : 12588 psi<= 24000 p6i (allow of 0.66 Fyl 1 Live Load Only " 29. l k·f C Un shored· DL St.ress : 6719 psi ~= 24000 pni (allow of O. 66 Fj) Ma.x. Left Shear = 5.47 k Actual Shea.r Stress :: 2733 psi <:: 14400 psi (allow of 0.4 Fy Max. Right Shear :: S.47 k fJnshored Stress Check ... RFFHCTIVB FLAHGB lHDTR -(MdliSs,Mll/Str) : 16042 psi <= 32400 psi (allow o! 0.90 Fy) Based on Span = 7.25 ft lfU/(Str:Toptni ·= 3S9 psi<= 1350 psi (allow of O.H f 1c) Based on Beata spacing " 2. 90 ft Shored Concrece Stress Check ... ... Bffece..i.ve Wiath ; 2.90 ft . (Mdl+Mll)/(Str:Toprz:} = 489 psi<= 1350 psi (allow of 0.45 f1cl Alternate Unshored Stress Check. .. (Mal t Mll) / Ss . ; 25331 psi <= BAS1C SECTION PROPRRTIES SHEAR CONHRCTIOlf Beam Depth = · 8.00 in Vh i lOOi Comocsite = 136.6 k Flange Width = S,00 in min(.851f 1ctAc/2 o: AstFy/2) FlangaThickness ,. 0.250in-V1h:MinimumRefd "' 136.6k Web Thickness = O. 250 in Total Studs Required Section Area = 7. 59 in2 Per 1/2 Span = 13 · Seci:ion Weight ~ 25. 77 plf Accual Number of Studs = 3 Ixx -AISC Section : 75. l in4 v Used Fer Design = 34. s k Dead~Const Composite Max DL t LL RRACTIONS ---- ; = .Leftight 1.45 1.45 k 4.02 4 .02 k s.s 5.5k V4 .4B (t) 1983-95 B!lERCALt Connector Requi!ements.,. · Use 2 studs from o.oo -> 4 .. 83 ft Use 1 studs fro~ 4.83 -> 9.67 ft Use 1 studs from 9r67 ·> 14:50 ft Use O :ituds fro!!! 14.50 ., 19.13 ft U~e l studs from 19.33 -> 24.17 ft Use 2 studs from 24.17 -> 29.-00 ft 27360 psi (allow of 0.76 Fy) . OEPLRCTIOliS ---- I-transf,mied I-Bffectlve = Istt[V'h/ Vh)".St{Itr~Is)J ?er Shornd Condition ... · Before 75% Curing Construction Only · ; After 75\ curing : Total Uncured Defl. = Comoosite Deflection = For Unshored Condition ... 56&.0 in4 322.8 in4 O.liOin 0.000 in 0.471 in 0.170 in 0 .641 in Before 75\ Curing = 0, 730 in Construction only = 0.000 in After 75t Curing = 0 .471 in Totai Uncured Defl = o. 730 in Composite Defl " l.201 in (continued on ne1t page .... ) R2H BNGINSBRING, KW060291 11. I ' } t ~ 01/09/1997 14:35 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN LOT 46 · PANBL 8 2.9' PIER -STROMG BACK DBSIGN { ..... continued) itm:rofmfODuuh11·101ou1;,,1, O$L-2 , o k1 f'ott 11111101111111oui1u;nn101ou·i t I V4,4B (c) 1983-95 BNBRCALC ?.$Qin •1•1, t l R2H ENGINEERING Rxample Proble1 Jl Rxample for User's.Guide 0000 MDS Date: 12/05/96 PAGE 28 Page: 33 R2H BNGINBBRING, lW060291 f JI 01/09/1997 14:,35 7027983797 . · R2H ENGINEERING ' j~~ · PAGE 2'3 ,. \ri $.. RzH Engineering, ItLic. f-'-/ / d~ . PROJECT O O · ~try [J UJ 5 . . SUBJECT f< e. Vt Se d_ p t:,,.,y\ els -LI r,e_K i L JOBNO. Cf6CJtJ& oAre 12./s I 'l6 I [ SHEET :J1/ OF_ 1.1 1 . · .. 0 uj-9.f p/9,.N;,. tse..ri.di fl~ ~~l . .. . ~;:,. -·po._.'(\e.-/ . J z. -. l I · 2D ps f w,"4-/oa..d 5 l./ 5 Vvl l c · ·: 2'8 ,:., f. S f · . ·-. .. . ~t+· /JL . Ii¥ p/f . U>ttF LL =ZS·$_p!F ! I . : l j. Ji I' d ! ' i 7027983797 R2H ENl,INEERlN(;; R2H ENGINEERING Date: :2/05_,"96 Page: · TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PANBL 12 51 -on PIBR liALL DATA VERTICAL LOADS !!all Height = 29.00 ft ~arapet Height = l. 00 ft Thickness -7. 50 in Uniform Dead ~oad : IJni!crm Live Load ~ ..... Bee. Rebar Size I 5 Rebar Spacing = 4. 60 in Wall: ZlCp : 0. 300 Parapet: ZICO = 0.300 Concentric Dead ~oad : Concentric Live Load = ·164, 0 253.0 'S. 75 ll O. o I 0. 0 ! Min. Allow ·Oefl Ratio :: 150·. 000 Fi:d ty t used a Base = o. o Concrete Weight : 145.00pcf Seismic Zone = 4 LATRRAL LOADS Point La:eral Load ; 0 .0 ~ ... Heig:1t from Base -0.00 ft (this is a Seismic boad) Uniform Lateral Load : 33. 7 rlf ... distance to Bottom " 14. 00 t ... distince to Top : 30.00 ft {this is a Seismic Load) Wind Lo.ad " 44. 00 psf MATBRIAL D~T-A . SUMMARY ---------- f I c = 3000 psi crsing: UBC Sec. 1914.0 ;nethod ... E'xact, Non·Iterated---- Fy = 60000 psi . Seis:uic Wind Phi : 0.90 Jrl-n t Phi : Moment Cauacity ,. 223182.0 in-~ 221075.7 in-i !rfiu. Vert Steel \ = 0.0020 ·Applied: Mu a Mid-Height ; 99994.2 ~n-~ 8b211.6 in·# Min, Horiz Steel \· = 0.0012 Mu i·'!'op cf Wall = lSJi. 7 1n-# -3181.6 in'-~ Max. Vertical Spacing = 18.00 in Allow Axial Stress = 120.0 psi 120.0 ps~ Max. Horizontal : 18.00 in Actual Axial Stress = 20.2 psi 20.2 psi 1d1 : Depth To Ste.el : 5.69 in Max. As\: 0.6 r RhoBal 8.0128 0.0118 . 0.0118 !fall Height : 90. 62 pst Maximum Service Deflection -1. 290 in 1. 225 in Bffective Strip Width = 12.00 in Ht/Service Oefl Ratio = 270 :1 284 :l Live & Short Term Loads Combined Seismic Parapet Wt Used Space bars~ base of parapet at = l8.0 in 18.0 in ?ACTOUD ~OAD ST!ESSRS SBRVICB LOAD DRFLRCTIOIS · Seismic Wind Seismic Hind Basic Defl. w/o. P-Delta -· 0.766 it: 0.692 in · Basic Defl. v/o P·Oelta = 0.555 in 0.544 in Basic Mu w/o P-Delta = 82013. 7 in·~ 72024.3 in-i Basic M~ment wjo P-Delta = 59395.8 in-# 56572 .8 in·! Moment in Excess of Mer : 99994.2 in-# 86211.6 in-i Moment in Excess of Met = 63561.3 in-# 60799.2 in-l Max. Iterated Deflection = 7,153 in 7.203 in Max. Iterated Deflection= 1.290 in 1.225 in .Max. iterated Moment = 99994.2. in-# 86211.6 itH Max. Iterated Moment = 63561.3 in·# 60799.2 :n-~ LOAD FACTORS IJSBD ANALYSIS VALUES--------- ACI 9-1 & 9·2 DL : 1.40 B :57, OOO*if 1c· .5) : 3122019 psi S·gross AC! 9·.1 & 9·2 LL : 1. 70 n : 29,000/Bc : 9, 29 Mer = S t Fr ACI 9-1 & 9·2 ST "' l. iO Fr: 5 t (f 1c· .5) "' 273.86 psi Rho balanced .... , S~ismic = ST . = 1.10 Ht / Thk Ratio = H .40 seisiic ACI 9·2 Group Factor : 0.75 Asleff) = ! Pu:tot + (AstFy) I/ Fy-0.85lin2 ACI 9-3 Dead Load Fact = 0.90 1a1 • !AstFy ~ Pu) /L8Stf•cr12) " 1.669 in ACT 9·3 Short Tera , = 1.30 1c1= 1a1 / .85 = 1.964 in UBC 2625(cl4 •1·.4 1 iact~ 1.40 Mo111ent of Inertia Modification Factor 1.00 UBC 262S(cl4 "0.9• Fact()r 0.90 I-gross = 421.9 in4 !·cracked -l40.lin4 I-effective {ACil . = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As (ef!l t Fy t' I d ·• a/2 l " 247980 in-# V4.4B (c) 1983-95 KMERCALC • · 112.5 in3 : 30809.4 in·i -0. 0214 Wind O. 842 in2 l.650in 1,941 in 1.00 . 421.9 in4 139.l in4 O. O in, 0.90 245640 in-# (continued on next page .. :.j R2H BMG-INBBRING1 Kt/060291 01/09/1997 14:39 7027983797 R2H ENGit--lEERING R2H ENGINEERING Date: 12/05196 TILT-UP CONCRETE WALL PANEL STRIP D.ESIGN LOT 46 PAHBL 12 51 -01 PIBR (, •.• .-. continued) oes19n Mtthoa: Ex,c:t 1994 use :914.0 Vf.48 {cl 1983-95 SMBRCAiiC ri -· "" • ... ... 0 " '=!_ i ~ .!! .. ~ • .. ~ • ... ..,_. .. i ii .... e 3: Ruofl)L-= T63 lbs I Roof!.;~"' ZSZ Ills f Roof Ecc ic 5 in _c::,,_ ~-__ ,. C Q c,i N i-lllclc =7.50 in U,ing: '5 ~ 4.60 in f'c • 30011 pii Fy • 60000 ps1 Sehmic Zon" • 4 Sei3mic factor •0.300 EfT. W141I) = 1Z 10 PAGE 31 Page: :36 R2R ENGINEEltlNG, Ki060291 01/09/1997 14:35 70279837'37 R2H ENGINEERING PAGE 32 R2H ENGINEERING uate: 12/05/96 Page: 3 7 TILT-UP CONCRETE WALL PANEL ST.RIP DESIGN ' ' ' LOT 46 PANBL 12 2.1' PIER liALI, DATA ~all Keight • 29 .oo ft Paraoet Height " ~.00 ft Thickness . i.SO in Rebar Size # ~ ~eoar Spacing " 8. oo in Wall: ZICp -0.300 ?arapet: ZICp · ,. 0.300 Min. Allow Defl Ratio = 150.000 Fixity\ Used i Base = 0.0 Seismic Zone = 4 VERTICAL LOADS Uniform Dead Load = 164. 0 i Uniform ~ive Load : 253. 0 # ..... Bee. 5. 75 ir. Concentric Dead Load = 0.0# concentric ~ive Load = o. 0 # Concrete Weight .; 145.00 pcf LATBRAL 10ADS Poir.: Lateral Load = 0. 0 ff ... H~ight from Base = 0. 00 ft (this is a Seismic Load) Uniform Lateral Load ; 42.l~lf ... distance to Bottom .. 8 .20 t ... distance to Top : 30.00 ft {this is a Seismic Loadl llind Load : 50, 00 psf -MATBRIAL DATA SUMMARY ---------- f 1 c = 3000 psi IJsing: UBC Sec. 1914.0 method ... ~xa~ti Non-rterated---- Fy " 60000 psi se1sm1c llind Phi : 0.90 M-n , Phi : Mom~nt Capacity = 142300.6 in·# 139842.1 i,H Min. Vert Steel t = 0.0020 Applied.: Mu ~ Mid-H~ight " 12696-~. 7 ~n·i H1)57.2 io-# Min. Horiz Steel ·t = 0.0012. _Mui Top oc Wall 190-~.2 in:# 3227.5 in·# Max. Vertical Spacing ,. 18.00 in A.llow Axial Stress • 12~.0 psi 120.0 psi Max. Ho.i:izontal 18 .00 in Actual Axial Stress ~ 2-J. 2 psi 20. 2 psi 1 d1 : Depth To Steel = 5.69 in Ma:x. As\: 0.6 t RhoBal $.0128 0.0%8 0.0068 Wall Weight -: 90.62 psf Maximum Service Deflection 2.594 in 2.008 in &tf ecti ve-Strip 'ilidth : 12. 00 in HtjService Defl Ratio = 1'34 : l Excess Oefl ! 1 i3 : l Li'le & Short Term Loads Combined Seismic Parapet lit Used: Space bars~ base of parapet at = 19. O in i8. O in FACTORED LOAD STRKSSBS . Seismic Kind SKRV!CR LvAD DEFLBCTIOHS---- Basic Defl. w/o P·Delta Basic Mu v/o P-Delta Moment in Excess of Mer 'Max. Iterated Deflection Max. Iterated Moment : 1. 046 in -O :784 in Basi(! Defl. w/o P-Delta = = 111128.7 in·J 81651.8 in-I Basic Moment w/o P·Delta = : 126968.7 in-! 94057.2 in-i Moment in Excess of Mer = 6.221 in 6.298 in Max. Iterated Deflection= ,. 126-968. 7 in-~ 94057 .2 in-~ Max. Iterated. Moment " Seismic 0.7S6 in - 80134 .1 in~# 84353. 7 in-# 2. 594 in 84353. 7 in-# Wind 0.6l6 in 64123.a in·# 68350 .1 in-~ -2. 008 in 68350 .1 in-w ANALYSIS VALUES --------- E :57 1000*(f 1c''.5} = 3122019 psi S·gross LOAD FACTORS USHD ACI 9-1 & 9-2 DL : AC! 9·1 & 9·2 LL : ACI 9·1 & 9·2 ST = .... Seismic= ST = ACI 9-2 Group Factor :: ACI 9-3 Dead Load Fact ~ ACI 9-3 Short Term ; UBC 2625(c)4 '1.41 Fact(){' irac 2625(cl4 •0.91 Fact~r V4.4~ (c) 1983-95 RNERCALC 1.40 1. 70 1. 70 l.10 0.75 0.90 1.30 l. 40 0-. 90 n : 29,000/Ec • 9.29 Mer: S t Fr Fr: 5 t {f 1c· .. 5l = 273.86 psi Rho bahnced Ht / Thk Ratio = 46. 40 Seismic As(eff) = L Pu:tot + (As*Fy) I / Fy~ 0. 508 in2 •1a1 " {AstFy + Pu) /(.85tf1c•12) = 0.195 in 1c1= 1a1 / .8S = l. l7l in Moment of Inertia Modification Factor 1. oo I-aross 42L.9 in4 I-cracked 102.7 in4 I•effsctive (ACI) = 0.0 in4 Phi : Capacity Reduction Factor 0.90 Mn ,. As(eff} t Fy t I d -a/2 l -. 1san2 in-~ : 112.5 in3 ,. 30809.4 in·i -Wind o .498 in2 0.976 in 1.148 in 1.00 0.0214 421. 9 in4 101.4 in4 o. 0 in4 0.90 155380 in-~ [continued on ~ext page, ... ) R2H ENGINBBiING, KW060291 01/09/1997 14:35 7027983797 R2H ENGINEERING R2H ENGINEERING Date: 12/05/96 TILT.UP CONCRETE WAL.L PANEL STRIP DESIGN LOT 46 PAllBL 12 2.1' PIBR { ..... contbuedl Oe~i 911 MetlloO: txac~ 1994 U8C 1914 O ::: .,.. q N ~ I -0 ., 0 ... 0 ., ~ e c-i ... .. ... ":;; .. .e .. .... V4.4t {cj 1983-95 SNBRCALC :: q;) ,... N I u 6 ~ .. w Roof DL • 16! 1 b;s I Roor LL = zs: lb;s l RoofE,,= S 1n Thick =7,50 in U~i ng: "S e 8.00 in f'C = ~000 pii F<J,. 60000 i,si S&iemlt Zone -4 seum1c Factor •0.300 <:I Eff. Wi<fth • 12 in •=! ,;r, N PAGE 33 Page: 38 R2H BNGINBERING, KW060251 01/09/1997' 14:35 70279837'37 R2H EMGINEERil'-IG R2H ENGINEERING TILT·UP CONCRETE WALL PANEL STRIP DESIGN · ~OT 46 PANBL 12 l.8 FT PISR ifALL DATA VBRTiCAL LOADS Uniform Dead Load ; 164. 0 ~ Date: 12i05/96 LATBRAJ. LOADS Point Lateral Load = na:1 Height · = 29. oo ft Parapet Height = 1.00 ft Thickness • 7. 50 in Unifor~ Live Load = 253. O J ... Height -frot.1 Base = 5, 75 in (this is a Seismic Load) t, ••• Rec. ,: Rebar Size i 5 Uniform Lateral Load = Rebar Spacing = 8. 00 in l!aU: ZlCp -0.300 Parapet: ZICp -= 0.300 Hin. Allow Defl Ratio = 150.000 Fixity \ Used !a Sase = O. O Seismic Zone . = 4 Concentric Dead Load : 0 .0 i ... distance to Bottom ; Coricentdc Live Load ; 0-. o I ••. distance to Top = (this is a Seis1ic Loadl Concrete iieight : 145.00pcf Wind Load ,: MATBRIAL DATA SUMMARY . PAGE 34 Page: J 7 0. 0 i 0. 00 ft 142.8 f"lf 11. 00 t 30 .oo ft 121. 70 psf f 1c • lOOOpsi Fy -. 60000 psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated----Seismic Wind = 142300.6 in-i Phi-= O. 90 M·D * Phi : ·Moment Capacity Min. Vert Stee.l \ ,: 0.0020 Applied: Mu·& Mid-Reignt Min. l!oriz Steel % " 0. 0012 Mu ~ Top of ~all = 247592.4 in-~ Overstress! 2748.lin-~ 139842.1 in-~ 209106. l i,H 37i6.0 in·# 120.0 psi io. 2 psi 0.0068 5.238 in 66 : 1 )fax. Vertical Spacing = 18. 00 in Allo·~ Axial Stress Max, iiorii:ontal "' lo. 00-in Actual Axial Stress : 120. O psi 20.2 psi ~d: : Depth To Steal = 5.69 in Max, As %: 0.5 t RhoBal Q,Ol2H ·ilall Weight , 90. 62 psf Maximum Service Deflection 0.0068 : 5. 1i54 ill Bffecti ve Strip Width = 12. 00 in Ht/Service o·en Ratio Live & Short Term Loads .Combined · · :: 64 :l Bxce~s Defl ! Seismic Parapet Wt Used· Space bars~ base o'f parapet at FACTORBD LOAD STRESSES :: ·1u.o in 18. 0 ill Wind 1.479 in 154358.2 ill-~ 158584,5 in-@ 5. 238 in - Basic Defl. w/o P-Delta Basic Mu w/o P-Delta · Moment in Bxcess of Mer !!!ax. Iterated Deflection - Max. 1terated Moment LOAD-FACTORS USED ACI 9·1 & 9-2 DL : ACI 9-1 & 9-2 LL : ACI 9-1 & 9·2 ST : .... Seismic : ST = AC! 9-2 Group lactor - ACl 9-3 Dead I,oad Fact : ACI 9,3 Short Term = UBC 2625(c)4 ~1.4• Fact~r uBC 262S{cl4 •0.9• Factor V4.4B (c) 1983-95 BNERCALC SBRVICB L()A.I} DBFLBCTIONS Seismic Wind Seismic " 2 .123 in l. &&5 in . • 231955 .S in-#196700. 7 in-·# Basic DeflJ 1/0 P-Delca = · Basic Moment w/o P-Delta" Moment in Bxcess of Mer : 1. 525 in 166497. 2 in-H 170662.6 in-i 5 ,"454 in 170662. 6 in·i -247592.4 in-#209106.1 in-# : 6.221 in 6.298 in : 24 7592. 4 in·t209106. l in·# Max. Iterated Deflection= Max. Iterated Moment = 158584. s in-~ ANALYSIS VALUES --------- l. 40 l. 70 l. 70 1.10 0.75 0.90 1.30 1.40 0.90 B :57. OOOt!f' c· .5) = 3122019 psi S-gross n : 29;000/Ec • 9.29 Mer = S t Fr Fr: S t (f1c· . .S) " 2i3.86-psi Rho balanced Ht / Thk Ratio = 46.40 Seismic As(eff} :: I Pu:tot t (AstFf-l ] / Py-,, 0.508 in2 1a1 • (As*Fy + Pu) /(.8Stf ctl2)" = 0.995 in 1 c' = 'a 1 / • 85 = 1, 171 in ~oment of Inertia Modification Pactn 1. 00 · I ·gross : 421. 9 io4 I-cracked ~ 102.7 in4 !·effective [ACI) : o.o in4 Phi : Capacity Reduction Factor • 0.90 fl!n = As (ef fl t. Fy -t ( d • a/2 ) = 158112 in·@ 112. 5 inl = 30809.4 in-~ · -Wind 0.498 in2 O.H6 in 1.148 in 1.00 421.9 in4 0.0214 · ·101.4 in4 O, O in• 0.90 155380 in-i (continued on next page .... i R2H KNGINEERING, (W060291 01/09/1997 14:35 '7027983797 R2H El'lGINEERING R2H ENGINEERING Date: l2/0Si96 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PANBL 12 1.8 PT PIBR { ..... continued} Dt$l9n·Mtt11od: Exact 1994 uec ;91-..::i Q\ -,.. :: "" r-: "I ~ .... .. ~ ., 0 ... ~ u s .. .. (D • ,_ ~ .. ... ., .. ... ... ~ 0 0 t V4.4B {c) 1983-95 BNBRCALC ... °A C, ,-. "' Roof DL = 163 lb:, l Roof LI. = .?SZ lbs + RoofEcc .. 5 in -g1--..;. Thick •7.!50 in U~III~: • S ~ 8.00 1n f"c • 3000 psi flJ .. 50000 0~i S"i~mic Zone• 4 seumtc Foetor •O.3O0 e'.ff. Wld11t • IZ tn PAGE 35 · Page: 1/0 R2H ENGINEERING, KH060291 01/09/1997 14:35 7027983797 R2H ENGINEERil'-IG PAGE 36 JOB NO. i.6aa {, DA~ /2/.5 Jo/h r/ SHEET lf: ( OF_ . I ; . • . . ' - 1, 8.:). · Pier . . ····--: .. ·: :·.· ... · .. ·· .. • .· : vJ;J kcl_=. • 10p5.f ( 1 J-/,€+.ii)/M ==-:riJ,lpsf .-.~ · ... : .. '·-Adled·.·~si:isrv~iclixtd . . .. : :· ___ ·, : l. · :~Iffirt&f1s r {~ f-~ 3 ) /v& ~ 11/Z • & p 5 p, t ··-. . ·. ' . : : '. / ~&.ViJ;,/ N ' G ' • . i'le..s I~~ ShrCl~~ /felt •. . . • . ~ ~ :. ~JI\ r~r f~1-Sp Is vVti C I o~d ;·· . . . . /: Q¥2f€ psr-+-zs., f.sr-) 1 .g ff -=· 3CJ8 /1 A ... · ...... · • • -•• •••••• _, • • • • • • • • ' I • • ' ' • • • •• •• • ,• '• • • • • ~ • • •• • : :r·IJ·~fTS! S,~Sx ~ • vK . ()ee eor1Ufer p}i~tOV-iJ • : • • • .' : : , .. 1 ---~ • -; • -·. • i -' . : , :· : , ~· , , : , : . . . . . .... 1 -~--: . . ; : . . . . i-···· !-~-·••··· .• ·• · ....• · . -:-.. : ~ . •'• ... ~ . ~ . '·-. . . ... . • !• • :· . . ,.,,_, · .. ·' ·: ...... -:· .. . .............. . : • :· •••• ••••• ·:-i •• ~ • • • ·. :· . . ; . .. :·· \ : .. ;.: . : : . ~ ' : . : . . .. . . . . -.. . . I • ~ • ' .. . . . .. ..... ~ ... .;.. . ··-··. . : ~ . . : . . . . . . ... . ..... · -·-~ .. . . . .. -··· . .. :. ... :. : ... :. : .. ,: .•.... ·!iLJ:..:/:>,··•·: ···· . .. . . .. · .. · ... ' .. ··: ........ . • l • ' ~ • • • • . ··. . -.. . . ~ . . . . . : . ~ . ,• . ·=·· '·· ·: ' . . . . . ... .· .. . . . . . ~ -: . . ·• ;. . . . ' ' ... -.. _ .. : .·· ·: -·· .· . ;. j .. • . .... . -. . . . . .. . . . . . ·-. . ,. ' ' ' .. . . · . . . : .· .. '.... -. . . . : ~ ... :--..... . . ' . '., .. . .. . . . . .... . ... : . : . . . .. . ' · .... · .. 01/09/1997 14:35 70279837~7 R~H Et-lGINEERING PAGE 37 R2H ENGINEERING Example Prcblem ¥1 Example for User's Guide 0000 MOB Date: 12/05/96 Page: !./ 2 COMPOSITE STEEL-BEAM.DESIGN LOT 46 PANBL 12 i.8 FT PIBR STRONG BACI BBAM/SLAB DATA · A!SC Section: ts8x8xl/4 Beam Span : 29. 00 ft . Beam Spacing . = 1. ao ft Slab Thickness · = 7 .so in . D;SlGH DATA Fy = 36.00 ksi f 1c = )000 psi Concrete Density ,. HS. oa ~cf Stud Diameter = o. 75 in SECTION 2ROPBRTIRS I-steel : 75 .1 in4 S-steel: Top : 18. 77 i:13 S-steei: Bottom : 18. 77 in3 I-tr: = 474.49 in4 Jeck 'Rib ff eight = O. 00 in Rib Spacing ,. 0. 00 in Rib Opening Width = 0.00 in Ribs are Perpendicular to Beam Slab on BOTH .SIDBS of beam Not using partial composite.action Stud He~gh~ = , 4. 00 in Beam We1ght not added to applied loads Stud C~oaci ty • 11. SO k Allow Fb " 23. 76 ksi r. : Strengch = 9.29 n : Deflections = 9.19 S-tr: Top : 77. 78 in3 S·tr: Bottom : 50.48 in3 S•tr : Eff. ~ Bot. ; 34. 71 in3 ntStr: Eff. -~ Top : 449.84 in3 X·X Axis From Bot " . 9. 40 in V·horiz ~ 100 i = 136.62k APPLlRD LOADS ___ _,_ __________ _ •oead Loads' : Loads Applied Before 75Curing .... Uniform Load # 1 = ~. 10 klf · •tive toads' : Loads Applied After Concrete Has Cured .. , Uniform Load# l ~ 0.31 xlf . . MOMBHTS i SllW.S · SUMMARY -------'-----Dead Load Alone · 10. 5 k-f t USl: ts8x8xl/ 4, Full Composite, Beam ls OK Shored & Unshored Dead + Const = 10.s k-ftStress Checks for Shored & unshared Cases ... Dead+ Live = 42.9k-ft . i Bottom of Beam = 14830psi <= 24000 o:;i (allow of 0.66 Fy). Live Load Only ~ 32.4 k-ft Unshored DL Str?SS 6719 psi <= 24000 p:,i (allow of 0.66 Fy) Max, L~ft Shear = 5.92 k Actual Shear Stress = 2S58 psi <= 14400 psi (allow of 0.4 Fy) Max. Right Shear = 5. 92 k Unsho.red Stress Check .... RfFBCTIVB !LANGB IHDTlr --(Mdl/Ss+Mll/Str) · : 17914 psi <= 32400 pJi (allow of O. 90 Fzl Basedonspan = 7.25ft Mllf(,sfr:Toptn) ; 538psi<= l350p:;i(allowot0.45fc) Based on Beam Spacing ,= l. 80 ft Shored Concrete Stress Check ... .... Effective Width = l.&O ft (Mdl+Ml.1)/(Str:Toptn) ; 712 psi <= 1350 p:,i (allow of 0.45 f 1c} Alternate Unshared Stress Check ... {Mdl + Mll) / Ss = 27414 psi > BASIC SECTION PROPBRTI!S . SHBAR. ·CONNECTION Beam Depth · Flange Width 1lange Thickness Web Thickness Section Area Section Weight Ixx • AISC Section = 8.oo in Vh J 1ooi Composite ,. 136,6 k = 8.00 in · minL85tf•ctAc/2 or AS'Fv/2) ; 0,250in V'h:MinimumReq'd = • U6.6k : . O}~Q ;n, Total Studs R~~uired . = ,.~9 1n1. Per 11 • Span = l3 : 25. 77 ;lf Actual Nu111ber o! Studs = · 3 = 75, l 1n4 V Used ~or Design = 34. 5 k Connector Requirements... · Use 2 studs from o.oo ·> 4.83 ft REACTIONS----Use 1 studs from 4.83 ·> 9.67 ft Use O studs from 9.67 ·> 14.50 ft Use o studs from 14.50 ·> 19.33 ft Use 1 studs ·from 19.33 -) 24.17 ft Use 2 studs from 24.17 -> 29.00 ft Dead+Cortst COillOOSite Max0 DL + LL = = ; . ~eflight 1.45 1.45k 4.47 4.47k 5.9 5.9k 'H.4B le) 1983-~S ,BNiRCALC 27360 ps! (allow of 0.76 Fy) DEFLBCTIONS ----I·transformed = I·&ffective = !Stt!V'h/ Vhj' .St(Itr-Is)] For Shored Condition.,. : : ; Before 75% Curing Construction Only After 75% curing Total Uncured Defl. : · Compc,site Deflection = For Onshored Condition ... 476.4 in4 276.8 in4 0.198 in 0.000 in 0.610 in O.H8 in 0.809 in Before 75\ Curing = 0, 730 in Construction Only ,. O. 000 in After 75\ Curing = 0. 610 in Total Uncured Defl = 0.7l0 in Compcsite Defl = l.341 in (continued on next page .... ) R2H &NGINEBRING, XN060291 01/09/1997 14:35 70279837'37 R2H ENGINEERING . COMPOSITE STEEL BEAM DESIGN LOT 46 PAMEL 12 l.8 PT P!iR STRONG BACK ( ; .... continued} ro111 11011ofo.t11111111110111111uu:3i i2 kl ,1ono11onuu11uJ01111ouornun t I i" on V4~4B (c) 1983-95 BNBRCALC t i R2H. El'IGINEERING ·sxa~ple Problem fl Rxa1ple for User 1s_ Guide 0000 MDB Date: 12/05/96 PAGE 38 Page: Y3 R2K BNGlKBBllNG, KWOo0291 ~ BY R2H ~ngineering, Inc. PROJECT t'=>IS / SUBJECT ~ PL.A,JGK,c-C.k ·~~ S:~1,,At-~ . fVc-..., O,.(p ~ · '2. .,_ ~ t,000 2.o3 '7.$ le J" /1000 ,,__ t.'"\, , .. --·---------·--· ----··· ······-------~-........ --------------- JOB NO. ~(poo<t? DATE SHEET 4.2J OF = 5, 7~1 ;> ~?. 2 ,,._,,4-Ol<, -z,. ~,Ko.,. ~: :, OK -. 01/13/1997 10:05 70279837'37 R2H ENGINEERING Title: PAGE 02 R2H ENGINEERING Scope: Job#: Designer: Misc: Date: 01109;97 Page: 4·~.f:, TILT-UP CONCRETE WALL PANEL STRIP DESIGN ISIS 96006 PANEL 13 WALL DATA VERTICAL LOADS LATERAL LOADS Wall Height = 27.50 ft l:Jniform Dead Load ., 60.0 fl Point L:it:eral Load = 0.0 II Parapet Height 2.50 ft Ut1iform Live Loa<1 -:: 92.0 # ... Hei9ht troin Bas,;,· = o.oo ft Thir,lrness "' '7.50 in ..... Ecc. = 5.13 in (this is a Seismic Load) Rebar Size # 5 Uniforrn Lateral Load = 0.0 pit Rebar Spacing "" 8.00 in Concentric Dead Load = o.o # ... distantie to BottQm = 0.00 ft Wall: ZICp = 0.300 Concentric Live Load = 0.0 # ... distance to Top "' 0.00 ft Parapet: ZICp -0.300 (this is a Soi5mic Load} Min. Allow Detl Ratio ,...150.000 Concrete Wt1i9ht ... 145;00 pct Wind Loud = 20.00 psf Fixity % Used @ ease = o.o Sehimic Zone = 4 MAiffflAL DATA SUMMARY f'c ,., 3000 psi Using; UBC Sec. 1914.0 m,.,thod ••• Exact, Non-Iterated Fy = 60000 psi Seismic Win.-:t Phi -~ 0.90 M-n • Phi : Moment Capacity = 7812<1.4 in·# 76961.4 in-# Min. Vert Steel % '~ 0.0020 Applied: Mu @ Mid-Height 6586<1.2 in-# 46187.5 in-If Min. Horii Steel % ~ 0.0012 Mu @ Top of Wi-11 = T 85~t.3 in-# 1279.4 in-# Max. Vertical Spacing ... 18.00 in Allow Axial Stress 12~>.0 psi 120.0 psi Max. Horizontal "" 18.00 in A,~tu~I AXi<.'11 Stress ·-17,0 psi 17.0 psi 'd' : Depth To 'Steel' ,.. 3.38 in Max. As%: 0.6 • RhoBal ~.0128 0.0115 0.0115 Wall Wei9lit "' 90.62 pat Maximum Service Ocflcction = 0.839 in 0.193 in Effective Strip Width = 12,00 in Ht/Service Detl Ratio 393 :1 1710 :1 Live l.oild Ooelln't a1;t w/S.hort T"rn, Seismic Parapet Wt Used Space bars @· base 6f parapet at = 1lli.O in 18.0 in FACTORED LOAD STRESSES SERVICE LOAD 01:Fl.F.CTIONS 6asic Defl. w/o P-Delta Basic Mu ""?/O P-Oelte Moment in Exoess of Mer Max. Iterated Deflection Max. Iterated, Moment LOAD FACTORS USED AC! 9-1 & 9-2 DL ACI 9-1' & 9-2 LL -= ACI 9-1 & 9·2 ST = .... Seismic • ST = ACI 9-2 Group Factor = ,AC! 9-3 0Hd Loild Fact = ACI 9-J Short T•rm = UBC 2825(c)4 "1.4" F11etor= UBC 2625(c)4 "O.S" Facto,.., V4.4A.3 (cl 1983-95 ENERCAL.C = = t .40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 Seismic Wind 0:366 in 0.246 in 42(;78.9 in·# 28610.0 in-# 65863.2 in-# 46187,5 in-# 10.805 in 10.922 in 65863.2 in-# 46187.5 in-# Basic Oefl. w/o P-Delta Sesic Moment w/o P-D~lta Moment in Exc:1;Jss of Mor Max. Iterated Oeflection Max. Iterated Moment .. Seismic 0.282 in 30485.0 in·# 33858.8 in-# 0.839 in 33856.8 irl-# Wind 0.193in 22486.4 in·# 2S838.2 in•# 0.193 in 25838.2 in-# ANALYSIS VALUES--------- E :57,000"(f'c".5) = 3122019 psi S-gross ·n : 29,000/Ec = 9, 29 Mer = S i Fr Fr; 5 • (f'c' .5) "' 273.86 psi Rho balanced Hr/ Thk Ratio = 44.00 Seismic As(eff) = [ Pu:tot + {As•Fy) I! Fy ~ 0.501 in2 'a' = {As•Fy + Pu} /(.85"f'c.,2} 0.9lJ2 in 'c' = 'a' I .85 '"' 1. 155 in Mom,mt <)f lm,rtia .Modification Factor .. 1 .00 I-gross = 421.9 ln4 I-cracked = 29.2 in4 I-effective {ACI) = 0.0-in4 Phi : Caµacity Roduction Fiictor "' O.HO Mn -A~(eff)-• Fy r_{ d • &/2} 86S<>4 in-If 112.5 in3 => 30809.4 in-# 0.0214 Wind 0.492 inZ 0.964 in 1.135 in 1.00 421.9 in4 28.9 in4 o.o in4 0.90 85513 in-N R2H ENGINEERING, KW060291 POOR QUALITY ORIGINAL S rAl,c. ~!.:I ~ . R2H Ettgineering, Inc~_ . ~ T<r~ PROJECT .. ., ..,, JOB NO. tf6"°b. DATE 'T/tN,f0,q7 BY .,$. l,,J' SUBJECT ..... .,..._!t._JA-t_L_t>_P_fN_I N_' 6_:::r ______ _ SHEET 4-~e, OF __ f'ANFL: .. ·:7A .. ·.: ' . . ~ . fc == 3~t>o ,, -t=?t'' . : . : .. PA-Na 7fo PM~ 7A · · · ... :'1' .. • • • I • • • • " f(lg! ·· .. ' . t · ........ :. -.-.· . . . . . ~ . . . 01/13/1997 10:B5 7027983797. PAGE 04 , ':'. / C' R2H e~G_\_1_'.._._s.:_;:~-:-~.:.:,E_~_,_: .. _~_:_:::_i,:_F_'..::.~,.:,,;, · ./:.)/' v :'. •, ::. " '\. ~·. ·: . ·:_:::·.. '.· .. '· .. ·. ,. . ·. · .. :·::· .. . . ·:· -! Job#: Desigl'.ler: Misc: Oate; .... :: :, . ... ' r-:.: .. . ·,. ()1/10/97-, . Page:4-~D . ··j ·.:.:_.. . ~ ' .... TIL T~UP CONC.RETE-WALL PANEL STRIP DESIGN !SIS 9~6:· ., _. '!;'' (, PANEl.-7A:··. · .. .-.· .... _'.:-.y~i.l 9AT.A: ·. .... -.;': W!!ll'Helght:: ::}t-1,..',·.,:··,:·:· _:.~·-26:00 ft :=-:··.,;, Par~pet H«ilglm1:tf:::::i,.::. ·-:;:_:.~.· · 4.00 ft • .: ! , · .. , ·. ThrokriHs·,:::i·,:~·.i~;~~:;r;/,·.-'::;· :~. 7 .50 in VERTICAL LOADS Uniform Doad Load == Uniform Uv11 lo11d ..... Ecc. = 55.0 II 85.0 #, 6.90 in LATERALLOADS---- Point LSseral load ... 0.0 # ..• Height from Base = · 0.00 ft (this is a Seismic Load) · ·. ·· ... ~·::;:· :;-;:.' :~· · -~~sr·Sizo~,:; ~~;$i{:~ff/t.;·;~1·( ~->: · s . .·/: :.;;'_.':· :Rebar Spaoi~~ft\1$}\:~/>t/.'/':.' · 8.0o·,ri Conoentrio DeadLoad -i_,;· ··. ·Wall: ZICp, .--~,.,,.,_.,,~,~: ·· ." =· ·.0'.300 Concentric Live Load .. 0.0 # 0.0 # Uniform lateral Load ". ·: ·. '. ;...,·:, ·· ·· 0.0 pit ••• distan,,e to Bottom·:· .. ·. _ ... ;=-_·~t.··.:: O.OO·ft • •. distani:,.-to·Top· · ,-.-· ···_.d·' · .... 0.00 ft {~his is a Soiemlo Load) ·.: ' ,,.·;: ::"·· P.arapot:·ZICp . ,. ·;· · · :· .. !'l. · -.0\3~ · ·.::., .: Mln~-.Alf<>w~D•fli'R~o·, .. ·<-,,-,':~150~000· ·, ,. Flxlty %.·U•~:fl11~;tie·:.\( .. , .. :.-:; ... ··o,o Seismic Zon'ei-~·d.,~-,:'.-:. : :>' ;,·. 4 .· . .'MA:T:ffli;A;l\OAi~L .. < i . ::;::t~f J;~; ;.J:. .: · ··· -Min. Vert S,t4tet1'J"",·~.:~~-<:;, ·. ··,. llli· :o·.0020 . __ .'·:',_::,,.f_i.;'·> . Min. Hori-1:St-.i~)'ii.';:,:· .. :\ .. ~ ·;0,0012 · · Max;:Vtrtfa•./~~~fo1f: :.,::'·'"!.:. ·.j.8.00 in .--, · · Max;-Horl~trt'a{,:t}:;,:;_:._ -· ·.;, :.;;,; · AB.00 in ·:-:. , .. :. ·.: . ··d· .:. oepttt~iio~sre~; .. · .... ~-· ··= .3.38 ln '.,-'·. :.'., · WallWeig~:J;;f:;_.:/; · · :' ·· :_y '·80 62 pst .i{··. ':·' ·. -Effe~tive,·Strfpf~~fo,_/._.,::·,'.~: .12:00 in · (' · ·. :' · ·.-t:ive toaci:Ooiiii'iifaof w,JShort Te,,;, CommJte Weight :;: 145.QO pcf Wind lot,1d ·. ·.' ·, .·. ·::::-.,_::_· _:;: :.-.:>~·-20.00· pst SUMMARY-------__:---:--- Uatng: UBC Soo. 1914.0 mothod ... Oofhu:t;on1:1 .ire lterated1--·-_...;_ --- M-n * Phi :.Moment Capacity Applied: Mu @ Mid-Haight Mu@>TopofWa11 · Allow Axial SttaH Actual Axial Stress Max. A:a. %: o.e ·~ RhoBal ,e,Ol.28 Mal(lmum Service D,flection Ht/Servi<;• Oefl' Ratio - . Sefarnlc . · . '. -:' _,·. Wind 7831:3.8 in-# :. , : '. ·· .. : · 77105.1 ln-# 4155'.7.5 In~# .... ,. ··25163.7 in-# S004S.4 in-#' ' · · ; · i848.5 in-# t W.0 pei ·· · ·' · .· ···· ;_· 1·20.0 ·ps'. 1'.1.7 psi . ,. . 17.7 FJ$1 ·, •: ••• 0 • M ~ 0 "l, I' . ' ,c • 0 '• 0 0 :.':i '.·,-.: .. ,, .. , .. ~oi1mic<:~11r~~l}V\':t."!sed •.· i. · Space ba,-.@ base of panip,t at :.: -::.: · . .-.. ,,f;:~i,/::F~CT-OftEO l:OAO SiRESSES · o{~i; ;~ '.c'~)iJ;I:li ;~m '.~ Hf..O In-·' · ...... :; · .. ·· . .-:... lS·,o·,n. .';° :: ·:~: · . . . .. ' · ··;: :. ·t.f'.-:~J'.'Y,\}\ ·. _·, ,.: : ·.. · · Seismio · : Wind ·,.:· .. ,:·eatio,dofl·.-,.~J~;:~;c.ita;·\::,~i · :·=· . o.sesin ·. -.o.1as;n SERVICE LO."D DEFLECTIONS . ·. Seismio : ' . · · ·, , ·. WiJ1d •' {>:: · 811,ic;:Muiw1:~~C~l~~:>;:.::\.j _.':::,.;.·, ·:, 37034) in•_# 24832..2 in•# .:.,: : ... ,.· Mon::i~~t:inJ:iCQ.~J\~:Mct'-/~i .. ·'·: = · 41557.5 In-# 25153.7 ih·# -:.~;.;,;:;:::,':/; ... Max; ·{te·,it~:Q)fle~tl~i(.·. =-.;J:.-. :· · = . 2;0.38 in . . o:1 s2 in · ,f,-if/,-.'i, MaxAterated, '·•nt·-.;: ·>:'· ;_: · =·: · 41557:5 in•#: ·25.153,7 ins# Basio Oefl. w/o P•Oelta =· 0.202 in ··. ' .. ·"o.14~i in Besio Momont w/o P-Oelta· 2E!~53.4 in-,f · · 19509.1 in-# Moment In Excess of Mer "' · 26778.8 in-# 1 ~750.2 in·# Max. Iterated Deflection · .,,.. . ·o.204 in· . -o:.15Hn ·'·' .,._ .: ·-: , .. · . ..-· .. 'LoAo.' · . oils 'uaeo,.-. IitJ(~~1Jfl~t " .)h~l!t,:ta . : ,".':··.cY ·. ACl'_~~ Grqcfft-;'!i,~lttpr· ... ( .. :"7· ·, 0.75 ::,:-;.::·· .. ACI' S-3 Dead Load Fact = 0,90' .. ·: ... ' ., . ;~·:\. -~.' .. . _.. :,• ,•' ... \ !,, • ·~·· ACI 9.3 Short Term ..., 1.30 USC 2625(0)4 ~l.4" Factor-=·· ··7.40 · UBC 2625{el4 ~o.9" Factor-=: , . , 0;90· . , J::~irti~!Wtt···· 't . ·' -;,, . ',. ·-.· •. :·i'.J.,~~. ·:. . ..... ·:\I{:.:: V4.4A.3 Cc> 1983-95 .fNERCALC Max. Iterated Moment = 26778.8. 1,,::,11.:.-·.· · 1.9750.i in-# ANALYSIS VALUES ; ' .. E :5:7,000"(f11.:" .6} = 3122019 pei 5-gross :. :'.:''·;: ...... ,· 112.5 in3 n : 29,O00/Eo = · 9.29 Mer := S • Fr ·· :· · -· .. ·1;.,: .'30809.4 in-,f Fr: 5 • {f'c" ,SL·.· "" 273.88 psi Rho bale11oed· ··:,_ .Wl/~:~;., .. ·\: 0_;~214 Ht / Thie Ratio . = 41 ,80 Seismio . ng Aa{eff) "'I Pu:tot +·(Aa•Fy) 1 / FY = 0.5,:>2 ii,2 .. · · . 0.49fi~2' · .··. · . 'a'·._. {As~Fy +.· Pu) /( .. 85•f'~*12) = 0.8,S5 In' 'c'= '•' J-.85 1.1'59.'irt. Moment o1 Inertia Modification F=actor 1.1:>0 l•gro,e . = 421.9 ln4 H-raokod .. 28•.2 in4 I-affective (ACl) c,.o· in4 Phi : Cepaoity Reduc~ion Factor .,,. O.l~O · Mn= As(~)_"-Fy•(d-a'/2°) 8~0'151n-#· . ' ~. . ... .. : .,. o.987 in·.·· · · ,, . l .137''1n ., ·:, :· .:· .. /:::,._:~:~i:;~4' ... : · .. ,. 2!f.~Jin4 , · · o:o in4 .. :.: .. ::./ ~-lX> .. ·. r:-~·as&72 in-# · : •• • '~· •' • .~,.,:·~I~ ... ,, . ' _.;·,>w •:: R2H ENGINEERING;'KW080291 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 39 JOB NO. __...;ot;..;.6_00...;___b --R2H Engineering, Inc. l'~tS PROJECT_. _____________ _ OATE __,;;D ..... e...;;.c_.q-=(; __ _ av ____ .S_.vJ_ . ..;....· __ SUBJECT . f<OtJF .J.M.;.T &. Q,lf< DE-R TRUSS ioADS _ SHEET 44 OF __ R~r. :o, t.. .:·· ~-: RooF1~ 6 . .' . .. PLYW~o __ .. > . .. . . .· SrJS ~uitt.tN ___ ,, · ·· . .. . CE;t.LtN (5 . . . , ·_-. ~::t-; :· ,·:-;··-<:~·-: -_i'· .·· ·.. ' ; ;~tN kLf ~· . . . :: __ : ... i .. : ,· .: :::·:., r,11:ic. _ : . . . . . . . JO!~T TROSS .... ;,. ___ ·--.. ...... ··-· ~. . _,,. ; . ~ . . . : . . . · .. ·. o:~·;r; i:··~-· r.-:· · · :: . . .: .. ~.VUJ.-....... ~.·t ...... :. . . . 2"2 ,.:c; 1·, l 2D l-~ 0.4 .. -~----~-........ ..... , ...... .,, .................. ·.· .. . ····!··· ···:·· .. ; ........... . . .. . . . ..... .. ,i -...•.. : . '•. ·. . . ~- \ . ~ : : . ' •• •, "I ••' ., t •• • • ~ • • •; ~ .. ; • : : •• '• ', ' • • • • • • ', • \ .. • . : ; : ·-~~f{:J~1tA(~·0t:·:U~IT. ~o.~o·; ·. S~E M€CAi D~,JEi M·t~Mt;·>>j • .' •• ! , l . . : . . ' ·:···:··; ·:····· : : ·, : ·. . ' . . ·: .. -·~·,:.··~'R}fl:C.tJM~i.>-O:e,..=: P{P£ ... LOAO 1 -~J;·s, -PLi)~$1>.J("! PIN~ f)c'-':P? . . . • ••• ' ••. : .• l . : . . ..... :AiR.;···.:oo:~t:.~ . .''.C~AtVAf\Il-Zc·lj ~t\ff.T M~·TAL) ~,JElS~1 : .. ~ff'' ATTf~H-€¢ -~H{:f7 . . : . : . . . . . ~ , ..... ·.··:: _: · . · .. : iASSUN.E'. ·[)$~ -~A22 SHffT MffA L. . . .. . . ... ; ·. . . ·: . _: .... I.I .. ·&.-l"l··~ i:,l" l.4}E1~11T . . . . ·.V'-1,;:r ... ,..,._, .. :r-1 r.-,i::. . Cl. ... · _: .... '·· _: . c:p. :;.:-. : ' . · J.4!' : · 1 •• , 1n" z" . ri.y2 .. : ·.: . .-... :.: .. : .. ' ·.:·w~r~ttTtW{-t}~.; .1;:4 · ~"' . · 3., · · ·?.2 . 8.1 : ·. _ ... : .. ·. ;_ .. :· t.-.i·-t:.:·.· :.· .. \ f .. :. :· .. · .· . ·.· ... · : .. : .. 31t . 3.'t?."i .. ! .. : _4'~: ....... ·: . . 13:1 . . I . 6. .. . .. . .. .JhO ... ' .... h-,, .,... ... ..... . . . . ,: ..... ·. . ·.-··· · , .. ~A"~--~-r·1'r,e+··:··· ;i.JEl<iHT · · :· · · · ·· · ·. . . . '-I ,. . ·-· . .. ;i . . . . . · .. :. :·_;·_: ____ .-·---:-:~ :· _; ;., . 21i. .. ~ . . ·. : . · .. · .·J.~~l~T _(~blftJ . ·. i=, I~. . . ~-~ .. : ....... -. . . • ---• ;. . r-• -~ ••. : .•.. _ • , -• • ·-... , . ' . : .... ·.. : . : : !, ;.. ; .. _ .... ·-· .. . . . . : ~ . . : . . .. .. . . . . . . . . : .... : .... , 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 40 $_ R211 En"gineering, Inc. PROJECT ____ ...-------,------ JOB NO. qboot DATE Dec-.4b BY .5. i,0, SUBJECT __ ,......:.....___ __ --'-_____ _ SHEET 4~ OF .. -· -.. ·:. . -. . . -... . . . ~ ' . . . . . . . ·-· :.~ .. -~' _· i: ·: _-D!e:-A~ 1..0A-.D <. t l ·psp .. ·:·_; , ..... . .-::>__;_::_; __ :._:::<:.::. -:~~-Vf __ ;LOAD .. · 40',. At.!D ~E:~~ER_ =~:NN:··:::·.~.:!:F·: ·.: _ ::.. . : ••. ·: ...... ,!. ·':--·-:-·•·,-;.;. .. , •..•. : . . 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Ex1s.7} ·'-muss M1t-t • . · ... ' ... f'\e·s .I!. . .d.r-,. su -~~ ~ . --ru ~ c.t.c..· .. . .. .... _ ..... : .. :; : ; ;:~ . \.qN lO.t'"\w ? ,,AiL ,~~-(..I fe-D· {N, lr\l~ /I C, ·: .. _ :_ ::.-;.:_;_:~_T_:,_U :+:-.·• ·. · ·· · ; . .. --· ·:_ --~ -. .. ... · ......... . ' . ' ~ • • i... • • ·-~-. ,• ' • { ·. ..... . . : . .. . • • • ., •' -; I • t ! • I i • : --~--.... :· ! ... -· ~ . . •) ............ . • l .... -~. :----~-.. ~-· :· .. · ... ;· ... . .. .. . ..... • ... .:. ·, . ~ . ·_ f ... ) .. : ··· .... : . -: ........ ;. . : .. : . : ..... ·:·· . ····:· .: ... . .· . ,:: .... , .... : ... . . . ! . ' . . ":· ..· .. : ... ,. ~1/89/1997 14135 7027983797 R2H 'ENGINEERil'lG PAGE 41 · .d,J . R2H Engineering, Inc. PROJECT _______________ _ JOB NQ,_Q_~_e,o_6 __ DATE 'Qec · q6 _ .sv_.....;S;;_--~-' -. SUBJECT _____________ SHEET 46 OF __ RcoF :ro~T TRO.SS ~ 61RO~ TfW~S. PLAN · TRUSS ~/MARK ~-:(:( OR (5-;<;( DfP{OTE 111&-SE. rRuS$E) Vfi<Tt CkL LOA-OS LA:RGE-R 1ltAt-t OR\~/ 1'JA-L ¥1/N. OE-Sl~N LoAos J ,-· ' , , • •• ' • I I I I I I I I I i I JII .... --=----0 I I/' .... ~ ,___ ! -t\ , I I --I!. I -I • I @ -~ @ -E • L...;;. B q-2 A il I ~' ~ b .J ~ ~ , ...... f Q~ ~~ ~ ~ ~ ~ I 'O ,.,, ~ ~ ~~ e @ -~ e e ·e e e ~ ~ . . Cl 19· I ~ ........ ----,I ~~ G-4A --© '~ Cl ~ lU €f "' ' '° a H ~ ~ 1-"t' . ' '"'° ~ ~ t,.. le I~ bf£ ~ ~ ~ 8 e @ .... 7 ie a e e G ~ ,m S, Ill C - -~ ID ~-1~ --' -i ~ r-,....__ . ~ .. . 1Z: u "'· :z:: to ' ,.. '6 ~ ~ ~.; ~ ' ~ ~ ~ @ ~ ~-~ ·a ~ ~ ~ @ ~-·e ~ ~ ~ ~ ~ rt ~ ~ I lit' i 11. . " &..:i ~ . -. ...... (j-~A -. i.:.t. ..... ~ ~1 B;b~ ~1 '~j ollf ,. ,-,'ti oc n ~-~ ~ ~~ ~ ,~ e ~ ~ i ~ u ~ ~ ~ I'\ -~--I s "i 'c) . "" .!,. r, • ~ ' ,.. .. I.~~-• ,;· ..., . ~ t::::;: -----© EJ.1ST, Rrof -mus~ PLAt--\ 01/09/1997 14: 3_5 . 7027983797 R2H ENGINEERING R2H Engineering, Inc. , PROJECT ___ -=l=-O_;_T_-_-_4--'-G ____ -------- PAGE 42 JOB NO. C 9t-oob 5-16 OATE------ P,y _____ _ Sl-1EET 46 A OF_ t :.=:-=;~. l:i ~' ,. 1.,::. o-0 $PAC/Hf -O-l == 11 ps;: -< e/ ::::-a 8· 1"f /..[. = It~.-< 8 1 :-I z.g tr,{ ( /60~). . (ZPjTJI-} :J-, ~It, ~ (Z.¢.8-'ll'J()' I 46 ~?lo/'/ '> ·4,z'spAll---) 40' ~PAl'I l ~-~s 5PM GJ, 101,0 11 5f AC/A'6 . J:7,l = )I PS/-~/1/ .::= //0 #f t -t.. -::. / f> p$f "/,d = / 6 a P"1 (zo,.l~{'J'°" ('Z.Q/'$1-} z.7,/'1 (~to"f) . I 4, _SPAN~ 4,z' sp.4;/--? 4o' $PAN ----,. . I S z S Sf'AII ~ > > 30k ZSk Z6k /8,J<. 30k 216/;z.8 ZBI< z16/tz.8 z6k. 21G/1z8 / 8/:. z.¢B/Jt~ Z7Q /(t0 . z,,713 //60 z7c:, /(~~- -;;/o /z.o.o. :r-t ,1 .. z. .:r-3 J"-v- . :i:--.} -·_ . -~-8 -~ . . . . --.. _,., -..... -____ .,,...., .... -····----, ... ,,.--., ....... -. --···---·-· ----·-...... $ r.y ~: - I r.J-1 ~r.:)..J( :;J( l'--t I 1.-11'-4-.,&..J"tlL...,-t,.i.1'11'-4 RzH Engineering, Inc. J08 NO. C96-oo6 PROJECT ,or-46' CATI: ·5--46 SUSJECT ~X\ST. ROOF ~F< 101.sr SHEET 96e OF_:._ .. BAR JOIST SCHEDULE ' MAR.~.1-3~R. ..!OISi OSl~i)ON I ,CP C~RO (i"C) I l AXIAL l.-OAD ~~ I 30 I<. ~/6 /IZ.S I J:: --" ---~ i z;c-, / 1zB ! s-_51<. ..!-~ l z.31< ' ..!~ I Z61< ZH, I ,zg I t:::' 5x. I -· I i 1 s1, 7 ~s I 16-7 -5_:;.r.. ..!~ t 3ok. Z713 /f~...:, I 7. O· ~ . ! .. Z70-/;t~ l .l-cr ! zSk. y.ot .J-7 l Zb/<. -z7.::; /16-:> -1 '7.0~ ..i-a I l 51<. 3N /zo~ I ·7,.0~ I ! . 1.7Q//to I s:s-k ~-:{ ! 2SI< :r-10 I !Sk :3ti::,/~c.,;, I ,s-s1c J-n ";JOµ_ ;z,70/;to .!;.sk --JOIS I NOic:;;:: I. T'OT'~ LOA.c1 I L.lYe LOAJ:' VA!.1.t=r ~IV'f;N II'( 1...95. ~ UNeAJ.. F-Ca"r. 2. 'T'C •.... .XI~ LO~ ~~ IN !<,I~. 6. -.. &. q-_ JO. fc• AXIAi.. t.C,.t,.0 ~Te$ !el!MIC ~.AC IN TOP~. 'Tc: ~IAl., L..oAO !'-f;l>i'T" -e,e e~ GOP ~!ilON ~ ~ION. -re· Ml~ LOA.a ><::.TS A-rs~ dF ~ '°"'T' l"!>LI.. SE>,RJN5- L.OCATI0"4$. ~1$,-t,elcSN. $4,AU.. ~ fl'01< ~ ~. OJI: -ro !::::cem=tu:1,..,... ~ OelAI~ P'OR ALL. L,O,.t,.J:, '17').Ner-x GCNl"'l~'l"'>oli~. ~ ~J SUI ..la!ST3 • .JOIST ~1~· 1'/01;:5 ~ ~ $-I. p.r;o LOAO ClS 5CO-L.SS. AT' ,A.'l'l'(' PANEL l"'Oll'tT' . ~ Be l~~Te:, INiO PJAR .JOIST LO~!~ _,,TAU..~ ...!QISTS. - >-l+ ..!01$1'$ ~-"LL ~\I!! >,, seAT t:'~ O'f"' !3• U:-J.O. l;X.ol,M'P'...; OF SAR. -lOtS"'I" GAU..:--Gtn'" IS AS FOU..alf'E• ..J.CIS-rOe""'T'i-+ . ___ · IN 1~ ~ . 1 . .. TOTAi.. LOAO 2b K 216 / 12e .JOI~ ~ea,~ \._ LJVe L...c:7-60 iYP5 . ... .... .., __ .;._ ----· ··--- '\ -. .. .. -· . ... --.. . ... , ___ .. ___ ---·----- .. , ...... ----·---... .., -. -----... ------~-·,. ... .... "" . . .. ---____ _,_ .. ..... '~ -··-----· ---· ,,. -----~---------····--·-· ----· --. ·: -• ·--..... ,.__ -.-w ---.. - . ·--.. -·------~------:-·-···------__ ,, ______ . .-:::;,_._ . ..;_ ... _________ _._ ________ _ 01/09/1997 14:35 7027983797 R2H ENGINEERING PAGE 44 R2H Engineering, Inc. PROJECT ___________________ _ DATE _____ _ BY __ ~s_._w_· . __ SUBJECT ________________ _ SHEET 41 OF __ j-.4A ·. • .. _ L= 22,7' .· .· ·.·:·· .. ·-·-:···. ~n-tt..;: t/."GifYt-2oi8.,,t~~ · . . . . ::::: q~+t6.0.·=' zsa · . . . .. ·. · . . p ..:. ()t, . ':I. .L. .tit -L'Ar" . -41 ,· -~ : . -I -].. ,( 0..8 .J· I ,.....--~'1:J.b ~ _;t l - : : . ' .. ·:;·.~:::.i.. ORl6CNAL; ~e-$1G"i ' ~ . . . . .. -------... · : .... '. · _.~~.-:. ·;~··:·_:-. ·M-=-/f_;~'k'//(= :~-,11.t< · . . ·. 1 · n~1~'k t · : • ;· i .·: · .. -'~c.tt,Jft1P,Ct~~1 · U?"ff Wf-~-l;~I\:_ . let4K 1-6-A: .. _ .. '. ... .L= 42,_'._·. ; . . . -.. ·' .... . · . . ; : : .. _ --1 . VU.ak:c? (.lf.6 Xe~ .8) -t-. E6~ ~. I ·: ... . ,··· .... ' . :--.::~-~ ... ~-, . . .. = IP Ir J26 = . ~;I _: __ . . :·. !-: _-p,·~ 7.50.~ b.6·+ '1Qt4:b=-]?aOj;i,, Xe 10· :. : ·,-sG:-hl LP·A:0$ <· oRte./NA-L b~l6AJ-ll'AD~ . ·:· :r-6.~ _·---~--:·· . t.:7.A-t. . --... ' .... . : . ·-.... : h 1-.;. . ~ ;+ 12 Q .., J' . ' ... ,:. : ::.· f.'LUH-~· :i . ..> : _r;, -~ _.2. : . . ... . ; .. ;.·.·p··{T? .. i-~-·21.>, : · · · I _ . -:···i . I _ 'UJO , . I ; ; . ·· _;-: : .: --~ ..... :Pi~· 11tso..x:":o.o;fzo~~.:i1:is_ ,_ ~i~36'' .. , .. ':. ·._·_ ; ... _) __ :_ L:--.·aft161..11f-V~Di$iGN· !."l~=<s.(<.H i \'42. \ ,i :o, 5c;4i~ 6.4. &:1f< :> :~ ~.-~ ·~ ~* · .... · ·· · .... -'· :. ·· ..... · ! 'f<~Ax=.txc.~?r·+-i+·o.':.o ~_o.r7k ;;,-'SS4k.·. ak.' -· --, ·: ·:r-:6c·:::·_1:··::·:~---:L;4.2':; · · --·-·· -:·-·. \-· :IA.J · ·;::· ni..1 1)-o ~2..,.1 ..... , ..... r 1 ' .•• D+~ --:-1/-:T ~--, . .. ...... , . .-.: .. --~.I.~-... f)i:·J4tt_--;,_:{/: ~1,•· . .. ... ; . . . , . · .... : . ·.. . p .. I it ·_ . . ; . ? r· . : .. ; .. ; : ~-"'. :,.J0xtJJit/B$ :': GIO,. ;l'?.: , ~ _ .·. : _ _. ._··_·:, .. Li ·-.N~V:._q;\Qi:<: ·p~tjttJAL: L,:AoS,. ---,.~ :;~:6:; .. ::.:.f:~.;.--;. _;_~~\;~/ t·i -: :· '. . _: _:_. ; . -; ·. ;--·;: ~-: ... -:.,_.::~·'. ~---~--0.i ~~L ~-1-.1~+: l.l··+ ni~~z~t : ·_. __ :-;··:·· .Pli:·1?0t:o:a2t4:,:.6:c;~-~,~-4' , ·_· : -.-.. NE~ lo~D 5' .< Of<t:·cltiJt\-l.-DE-St6-N l.D)t:)~ • !••. • • • • .:. ··..-·6·1!-!. ·---,····r····-'2' : .: . ..J.-t;;. : ~ 1-"::-· 4+-. . I • .. . . _ · < · ·: .:-.• ~. • :vJ ~-tl i: _qi t n ·t· 1.(.a ,; 1., fY ..... '.:·:·.: .Pi~ ,,~0-1;.o,a·z.+;4-~~t,·1~. x,= 4~ · : ._ . -. P.2.::· 160 . ;;t,.,c,37 :· ;_, -·, ,·-; ·::.; .. 0A.!G.f.NAL. p~1.6~.-;--m~$-:;::~6..4._8'k;~-s-!:.11 1k, ok ·:··!_-_' _: .. . . :· ~~~~-6.,7~ :,.-~~02.1r;, ·of< : • • • • ; r : • ·:··, • • ; • " '~ • '. -· ··:;··· -·: . · · · ; i· ·. · · >· 1 ~ · . , . . . -···-.. ··,.. .. . . . . 01/09/1997 14:35 70~79837'37 - ' e1:-i3111997 10, n 61%738413 ~ j TRESS ANALYSIS: 28K218/t~:-~ ~24 J25 6-0 Z l 2. CARLS.BAD LOT -4 t,...:)' CARLSBAD. ..;JAS'E !;ENGTH .39-ll 3/4 WORKING LENGTH 39-7 3/4 R2H ENGINEERING R2H ENGil-lEERING I. s . p . / MEX-<..' I I NC CA. •*RM** :(.~· DEPTH 28 EFF DEPTH 27.02 IC PANLS LE; 4-8 8 BC PANELS AT 4-0 RE.: 4~ 8 C PAi'i'ELS LE:: 3-6 END STRUT TfLTED RE= 3 ·-6 FIRST HALF LE= 1-3 7/8 SPECIAL 1ST COMP RE: 1-3 l(!RST D !AG LE= 5-11 7/8 EPTHS L.E= 28.000 CENTERLINE= 28.000 RE: 5-11 RE::: 28.000 jruLT!PLE LO.r....DING: PAGE 45 RUN ON 7-JU-~t> 7/8 7/8 _jT LOAD OF 1,000 LBS AT PANEL PT 10 19.99'LE l!).99'RE 'EXTRA SHEAR ADDED TO EACH W'EB,, 500 / 216-<31,65/z rS6-tl ...;i!NlFORM TC LOAD'= 216 UNIFORM BC LOAD==/ 0 . • EACT!ONS Rl= +4,781.15 _ R~= 1"~,7~1.75'MlN SHR:: l.195.44 · -------------STRESS ANAL).SIS ------------- NO-MEM TC :F .BC F . ,. SHEAR \vEB F csc Wc8 L .W1 wz -8.836 0 4,1.121 10,9.98 2.234 60.38 -lLTED END STRUT VlS ~8,511 0 • "J" W3 -8.511 10,739 W4 -13,-677 10,7J9 4 ws -13,677 16,232 .. 5 WG -18. 403 16,232 • 67 W7 -18 , 4 0 3 2 0 , 19 0 W8 -21,593 20,190 8 W9 -21 • 5 9 3 N"fi 2 2 , 613 ... 9 WlO -23, 249 ,;..f;_ .22 .613 •o w-10· -23 .249 22,613 11 W9 -21.593 2·2,613 •4 2 3 we -21,593· 20.190 W7 -18,403 20,190 W6 -18.403 16,232 15 W5 -13.677 16,23.2 • . 6 W4' -13 1 677 l.0,739 . 7 WJ -8.Sli 10,7JS TILTED END STRUT • v1s -8,836 8 w~ -8, 836 19 • 0 SE SQ E~-0 Vl END PNL. · V2 INTERIOR 10,739 0 -----STD 1 ~1AX TC COMPRESSION: -23.249.37 628 3,792 3,308 2,876 2,444 2,012 l,580 1,148 716 -715 -l. 147 -1,579 -2,0ll -2;443 -2. 8·75 -3,307 -3,792 628 -4.421 VERTICALS 4. 78 l' 628 . l. 432 H.O.X ~x INT TC PANEL LENGTH= Z4.00 MAX CJ II -708 -4.978 5,093 -4,515 3,937 -3,359 2,78'2 -2,20.: 1, 6·2S 1,626 -2,204 2,782 -3,359 3,937 -4.51.5 s: 09.3 -4,978 -708 10 •. 998 1.126 -l.159 1.337 -l.337 1.337 -1.337 1,337 -1.337 1. 337 -l. 337 1.337 -1. 33; l. 337 -l.337 1.337 -l.337 1 .159 -1.126 -2.234 30.43 31. 33 36.13 36.13 36.13 36.1.3 36. 13 36', .13 36.l3 36. 13 36.13 36. 13 36.13 36.13 36.13 36 • .i 3 31. 33 30,43 60.38 -4.781 1.000 27.02 -708 1.126 30.43 -l.43Z 1.000 2,.0: BC TENSION= 22,613.40 I~~ BC PANEL LENGTH= TL= 9,56J.SO PP DISTANCE o-2 3-6 4-8 5-11 7/8 7-ll 7/8: 9-ll 7/8 11-11 7/8 13-11 7/8 15-ll 7/8 17·11 7/8 19-ll 7/8 21-11 7/8 23-11 7/8 25-11 7/8 21-11 7/8 29-11 7/8 31-11 7/8. 33-11 7/8 36· 5 3/4 35-3 3/4 '18 .. 00 01/09/1~97 14:35 7027983797 R2H ENGINEERING PAGE 46 F::2H ENGI!-iEER!NG RUN ON CA. ••RM"* BC• lG • l l/2 X 1 1/2 X .t38 LMBER. sz QTY ACTUAL T 10.998 l W2 • 2 W3 • 3 W•l 4 W5 s iv6 116 W7 7 W8 8 W9 .. 9 -\'JlO 10 SE .1 Vl 2 V2 •• • •• - II I I II II 1 I -- RM 1 lE l 0 lE l 5,093 l.G .l ·o 15 1 3,937 lE -1 0 10 1 2,782 15 l 0 10 1 ·. 1, 6'.Z6 10 2 ·a 0 10 1 0 10 1 0 ' ------WEB DESIGN ------ALLOW T ACTUAL. C ALLOW C \-v'ELD 21.417 0 2,469 2.3 10.877 4.978 5,589 2.7 10,877 0 4,418 2.8 11·, 968 ·4.515 4,828 2.3 7 ,.908 · 0 2,236 2.5 10,877 3,359 4,418 2.0 6.241 0 l,111 2.0 7,908 2,204 2,236 2.0 6,241 0 l, 111 2.0 .:. --.,. . STAN1JARO VERT I CAL$ 12,483 '2.i81 7. 927 3.0 5,617 824 l,410 2.0 6.241 1.548 1,988 ·2. O THK ANCLE NAME .325 l ff ROD . t 25 1 l/2 X l 1/2 . 12 5 1 1/2 X l 1/2 . 138 t l/2 X 1 1/2 .109 l l/4 X 1 1/4 .125 1 · 1/2 X l l/2 .109 l X l X .109 .109 l 1/4 X l 1/4 .109 l X l X .109 .109 1 X l X .109 .02i 1 X 1 X .1-09 .052 l X l X .109 X , ~ .... X . l: X . 1.: X . lC X . l :l X .. l C )A;ff;~. STANDARD. SHORTSPAN JOIST-CRIMP ST,.i\NDARD LONGSPAN JOISJS .. ·· <): ( '· -, ve '~ /4Kl(n-r. •11 o ST rcxH ·---'\.. ,flUJJ;~ , V l I . ¥ ~ ... i-1•, "'' ,o,,.. .,,, \<:1) l"L Af &__ o (o .il;l·-J. J:::::t \ LI • : 7 , I / \. I / '-I , ;, <.;: • I / '( r-7·· , ----r BOR · v1•-LL l STO. · sio. Y/3 W2R r:.: t 8CY.R 1 · • (/) fW/!l NlitiT ltUMBi~ ._. -7!{';~ "/' /wrn '-1£Mem IIU\18(.R 11ST tW1j CHO ;~ .... l . WORKING LfNGTU J<ICHT ··----i-~ t l --'-----------'----~B=A"-S•'-'-'E=l--C=NC.c.,..{.....,.H -----,_ ......... ______ -. l ----------------------~------'O::;,\.,_.,~;..;RAl.=L LCNGlH ---W • -Vl IJtMB(R 1,1/,l' '6( 'Ill n:o P rn OfSICH G l!.J. Vl HOfU.lAlL Y lll TEO O SSJ~atu.u• ~ :~ I ~ ~ ~ « AU. M>.TERIAL ASTM A529 . ~~-· ~ .,,_ =, . ~ "' . ~ ..... ~}§l~z! ~,:~"(;_ 1--(~ _.] I ---.'-..._ fl..llll 0 t. U{'U8CRS '110...0 ?)10<N£'SS: t ff' 2~· ~ JOI s rs MI-. y H .... Vf. l.{~( OH U.SS Nm.mm OF wrns lHA.N SHOM' ' ~ ~ VJ~~- Jf Mll lttlOIM~ IS c; \/¼'. lO..O Sil( C.QJ"'-5 'M:'.8 Tl-fO<)((SS. ,r .:u Mo.HESS IS > l/1', \'6ll sm: £OU .i.u we:a i111(:gjijt.$li -1/1• U.H.Q. [~ H -= ., rrP ,,; · ··" ,j ~ ·-~ scd,"'""· -:r: f-.f-..IQ~-f-l!J... ·-. -·------\ E~=~~-"-fr ·; l+ '--+ , -°'''-----~l\QN ,-·v _,__ ___ _, _llL -..,_HD. t CHft~P 24-~ . 'ti ~ ,::I~ ~ ~~ ::nP ~~Q -iL-JllJ . .I ·4lh7 /\Gdlt(._<CPIOAl ..J.!-1- ... · ·· ·· .... · \..Pi. t"r( i/t 1' J!I IU · .. :;, ·: _./' 8<1 ~Pl~~ J!~se f:lo(~ ·. : , : : · .: . f? ~~.11.'b. t ,.,~, 1/1 . . . :· .... -. . . ~ . }: > lit,·· i/}1 1/1 .J.---11.----4 . 'I .. I . CIJQa x,r POI&. ~ ~li/t'».t '""U., \ I 5::\>ot/\hl l;'i .. ,_.·. '·· .. .-. ·:_. _. .. ;"'·'"'. cs, .... ' I (!) lO ...... .... LO LO --.J t-,,, ~ w i'(Jl -,J cm • 10 I. -.J CLO ., ro c,.w ·o -.. , ;( LO ~ -,J " ;;o . Ar,:, r--:I :r . Ill /r z ZG:J {i', H ._z ffl ftj f11 ;;o A)H ....,.z ~ G) -0· 1 ;g . ...(, ~ ~ 8 0\ ...J::. 00 0 .c. -.J R2H ENGINEERING PAGE 48 01/09/1997. 14:35 7027983797 R2H Engi,neering, Inc. JOB NO. _q_6_oo_6 __ _ PROJECT ______ ~---------DATE _____ _ BY ____ --'_ SUBJECT SHEET 4q OF. -- ORt_cil NA-L . MANU f Ac.TOR. ·oE5f6~l L,AP .. .w ~ 2r6.W.,rft, P= rooD.t,b @t-11.0 -SfA;~ , L: }'1. 'Ut t' l . t . : 1 .. ,~tJ-= :~:~.1 s'k_> 4q_4,~"k, ~1<:.: R,.,ot.x" 4.82!<:< 5.601<.. _·· ~~-e, .f?E:fNf_orlCi~q RG~'D . ~. .. . . .. . . T-WA .. : .::.; t== Z8' ' '. : . v.rn-+t..: 11,6'( 6+ ~t6° 1~-t1Z~-; ,qo .... P 1:~110 , Xr ~ I-~· . .. P-a.::;:Q30t<1A> +6"0·-=660 :t:1.~20 1 · <·OR,q1NAL DES1G.~,J · lcJJ\"05 -r-:GK ... · L -:r4a' . . . .... _: : WI) 1-t...-=-~ -3 rt.'2.8 + 6-= 2i 7 : ... ;. '. .P·r =)'5() ~ ·o,q,~ t8.·~ = Qo3 x 1 = 101 · : p:2.~ o··A· , "'.;.: nt ! : ·: ... . . ov J /I' " '"'! . . 9 RI ~f~AL.: }~e,,,.~ t,-x:1 .. l]f~\-4-1 soi~:: 5q.o'J( -:;,41.o~f.F< , ~f<; -~,..,,,x•T:<d;~7'X'4-o+0.5o_.,,. ?.'fa~·> 5.44..K J a~ t~t '>.S! I< .$,ij 2.1( ·ok .· . , . W~L ~ ~ ~ t/)8 '.'"' 22.-/ . . . :···: : :Pr~ ,as '.;(,-= ~2 ' . :---:,;,., .. . : .... pl, -=1 'i l7' ,( Ot? t H.5:: 4q 0. I ~7--=-: 3G :t 6~18'K t f45 I< .., . rq , · . . : · . oRt<:i!~,}AL oet.Gt~ . _M,._== t,;~~rK,. 6/02'1< ,,;k · . ·. . . ·. : · , : .: · .. · B~~?C-" ~->-.:Jbl<'~ ~~SF~ Cl-f~Cf1( wc-l -~ T~(;N_6T H, dk : . ·:; . · .. · .. Ci~.5:.W.\ 4iv\P=':?.61~-,-I\-LU(,\I Oltlf''-6,Qlk) 01/09/1997 15:04 . 7027983797 R2H ENGINEERING PAGE 01 R2.H Engineering, Inc~ JOB N0. _ _.9 __ 6rJ_0_6 __ PROJECT ________ -________ _ DATE ______ _ BY _____________ SUBJECT _______________ _ SHEET 50 OF -- ...... -~ ......... _, ···-···. ·.. .. . .. -. .. : __ : .... • : ! . . ! .. ·: .. •. : ·:·~--..... f --~-·--~---:~. :: ;· ... :. ~ ... : ..... · ~ -. . . ' ··. ~ ··-.. ! . : .. ; : -~ . . · ... ,. ··:· ;-:···-:···:·· .. • • • • I ;: ••: ':''••:• 'i"' :• '• •' • • • .. ; .·. ·= __ :;_·_··} .. :;:-.~i.:.:., .· .. ·:.:-:=.::.::, __ .=-.. :• • ., ••: ... • • •; • •••• • -••• • ~ I . :· ... t·· .-. i ·. :" . . 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T · • f ; · ~ 6.i.iq ~ .. , .... ; ..... 5J4k. ... 5~~~!( • > • • • • ~l. .. •. ., • • ~ . . ; . .. . .·: . l• \ ; . ;· .... i • ~-: 1., •, I -, .. , "''; .. ' • • .. ·i·· .......... · . : ·. : .. . ' ....... ···-· ,. . . : : ... -; -~-.. _.. . .. ··=· . •. • ... ~ •• ~ . . . ........ :· ............ ·-· .. .. .-.. · . ' . ·! ....... . . ··;·· .. :-- I ' '' •• ,. •• ,_ • ._ • : ,j .= •.•• , 01/09/19'37 15:04" 7027'383797 R2H EMGINEERING PAGE 02 R2H Engineering, Inc. JO6 NO. q; tJrJ6, PROJECT __ , __ -S_IS_-__ --' ______ _ DATE _____ _ BY__,.. ..... 5_._v\J_, ___ SUB.)ECT ______________ _ -:tors_,-.. -,?Gi ~ Fo:~CHJq Of-Si~t-J . : : : . . ... ; .. ·-. SHEET S\ .. ,. .. ;. !""• • OF __ ~l,_ o_· ~---_ --:lt'-o-~ ~-i.-~-t~t-;±-_ = -1J,._, - A Oo l'... ,.. . -·,-· · -···-.. floo -t.rt...:1-t _ ~ ~ i. . .., ____ . __ L ·4 -,. :"'; . · 1 · . -: ... -- • ••._ M 01• I• o O ... l,.. ... •-• . . ! . . . : .. . j -.,. ... : :·1 _,.. .. ~-. .. ! . ' ... ;· . . . .. 4-,oo' 4,00' : . . . .. -.. •," -:·-· . . · .. : .,,.: .... : : ... · · . 4-4.70 1 ...... ' . : ··;· -~ ~.,A-------------__;_-..;..;,.,::.;...:.... _____ __;. ___ +- :; . . .. . .. ' -· : .. :. ,. ! . . . : : ' .. : . -: . . . : ~-: . . .. ··;· .. . . . .. ··. ·--....... .. -: : .. : : ' ..... . -; ,: _: __ ·: .i·: .... ... . . . . : ......... . ... ;, .. . ·:·: . ' .· .. , . . .. . ! . . :"" ... 01/09/1997 15:04 70~7983797 R2H ENGINEERING PAGE 03 F<:2H ENGINEERIN•~ PAGE . S2. i :r-2~ . .., RESS ~NALYSIS: isK21O/( ·'P J'36 J37 J3s1.s.P;./ ~~;-~). INC RUN ON 7-30-96 -oz l 2 CARLSBAD LOT 4 ~ CARLSBAD , CA· -RM SE LENGTH 4-9 1/2 : f?A:-JLS LE:a WORKING ·LENGTH 44-5 l/2 DEPTH. 28 EFF OEPTH 27.02 4-8 3-6 '. PAN"El.S LE=- :RST HALF LE= :·RST DIAG LE:a 4-8 ·3-6 1-8 3/4 6-4 3/4 9 BC.PANELS AT •1-0 END S1"RUT TILTED SP.EC!AL 1ST CUMP RE:a RE-= RE:. RE: 1-8 3/4 6-4 3/4 ;PTHS LE= 28.000 JLTJ.PLE ~OADlNq: CENTERLINE~ 28. 000 RE= 28.000 T LOAD Of l. 000 LBS AT PANEL PT 11 22. ,10 'LE 2 2. 40 'RE XTRA SHEAR ADDED-TO· ~ACH WEB~ soo· .N 1 FORM 'tC LOAD= 216 UN I FORM BC LOAD,. 0 :EAC1"IONS Rl--= +5·.301.50 R2=-•S,301.50 MI~ SHR"" --·-------·--STRESS ANALYSIS-----------~-;o ~lEM TC F BC F SHEAR \v"EB F CSC WEB t 60.38 t \v':? -9 . 8 75 0 4 , 9-41 1 2 , 1 6 0 Z . 2 3 4 :ILTED END STRUT VlS -9,5Z7 132 W3 -9,52~ W4 -16.127 4 W$ -16,121 5 W6 -21,620 lo 7 ~ W7 -21,620 W8 -25,578 8 W9. •25~578 19 0 WlO -28,001 Wll •48.001 ll Wll -28,001 t2~ w10 -2a,oo:1_ ~ WS -2 5 , 5 7 8 · W8 -25,578 15 W7 -21,620 ls 7 ws --21, s20-ws -16.127 18 W4 -i6,127 ~9 W3 -9,527 f"l LTED END STRUT VlS -9,875 120 1 w 55 '2 -9. 875 ~ SQ END- 22 Vl END PNL 0 :12,805 12.805 19.065 19,065 · 23,790 23,7SO 26,981 26,981 - 28,637 28,637 26,981 26,981 -23, 79·0 23,790 19,065 19,065 12,805 12,805 ~.,.,, QI¥ 4. 268' 3,740 3,308. 2,876 2 ;444 2,012 i.580 l. 148 716 -715 -1,147 -1 I 579 -2. t 011 -2,44~ -2,875 -3.307 -3 ,.73~ -4,268 12.805 672 o -.iL 941 -----STD VERTICALS 5,301 6i2 ~3 V2 INTERIOR l-1AX TC COMPRESSION= 28 001 MAX -. ,14 INT· TC PANEL LENGTH. :-2 4 • 00 432 MAX. MAX I I -757 . -6,012 5,671 .-5,093 4,515 -3.937 3, 35·9 -2,782 2,204 -1.772 -1,772 2.204 -2,782 3,359 -.3, 937 4,515 "'5.093 5,671 -6,012 -757 12,160 1-126 .. 1.260 1_337 -.1. 337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1. 337 1,337 -1.337 1.337 -1.337 1.337 -1. 337 l.260 -l. 126 -2.'Z34 30.43 3-1. 06 36.13 36,13 36 .13 36 . .13 36.13 36.13 36.13 36.13 36.13 36.13 36.13 36.13 36.13 36:13 36. l.3 36.13 34.06 30.43 60.38 -5,301 1.000 27.02 -757 1.126 30.43 -432 1.000 27.02 BC TENSION= 28,637,12 lt-rr BC .Pc\!'fEL LENGTH = TL= 10,603.00 PP DISTANCE 0-Z 3-6 . 4-8 .. -- 6-4 3/4 8-4 3/4! 10·-. 4 3/ 4 12-4 3/4 14-4 3/4 16-4 3/4 18-4. 3/4 zo-4 3/4 22-4 3/4 24-4 3/4 26-4 3/4 28-4 :3/4 .30-4 3/4. 32-4 3/4 34-4 3/4 36-4 3/4 38-4 :3/4 41-3 1/2 40-l l/Z 48.00 ·01/09/1'397 15;04 7027983797 01/07/1997 11: 29 -~1·9E,739418 .. :-. ... r .. ........,_,,,: K~70/1$0 J3~ J37 J38 -0212 CMLSBAP LOT 46 CARLSBAD, CA. R2H ENGINEERING R2H EHG1l'IEERING .··'·:., ,: ··'t . __ .,, * *Rt-f* • -------------... -MULTIPLE A..~ALYSIS SU?-~'\.RY BC COM .WEB TEN WEB COM ~M TC TEN TC COM BC TEN 4.125 -11,531 0 ~-4,125 -ll.270 12 t 8,05 . ) 4,125 -~6-., 2.20 12,805 t .f.125 ·16,220 19,065 s 4,lZS -21,620 19,065 6 4,125 .:.21.,.620 23,7~0 7 4,125 -25,578· 23,790 8 4.125 -ZS,578 26,981 9 4,125 -28.001 26,981 0 4,125 -28,001 28.637 l 4,125 -28 .• OOi 28, 6-37 .. ? 4.125 -28,OOl '26,981 ... . 3 4. 125 -25,578 Z6 t 981 . 4 4,125 -25.578 23,790 .5 4,125 -21,620 23.790 ~6 4 .. 125 -Zl,62O i9,065 17 4,125 -15.220 19,065 ts 4,125 --16,220 12,805 . \t 4, 12·5 .,.11.210 12,805 20 4, i25 -11, 5-31 0 r 0 ·p 0 .. 2 0 0 0 ZJ 0 0 0 1tu1MU}'I UNlFORM l.OAJ?.: TOP CHORD= 216 I 1: I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q. 0 0 0 0 0 0 12,160 0 0 -6,012 5.6il 0. ,Q -5,093 4,515 a 0 -3,,937 3,359 0 0 -2,782 2,204 0 0 -1,772 0 .-1,772 Z,204 0 0 -2.782 3.359 0 0 -3.937 4,515 0 0 -5,093 5,671 0 0 .-6,012 12,160 0 0 NS,301 0 -75i 0 -432 PAGE 04 F•AGE 057) RUN ON 7-30-96 01/09/1997 15:04 01.--:.,07/19'37 10: 23 7027983797 &196738cl19 l ) ·r-20 ·-J36 J37 J38 / 46 CARLSBAD, CA. R2H ENGINEERING R~H El-lGIHEER!HG _,.·:~) :;-J PAGE 05 !'AGE ··. 54- RUN ON 7-30-96 Ls oESIGN: zsK210;1so jG-OZlZ CARLSBAD LOT I TC= 23 =-2 X 2 X .163 sc~ 20 = 2 x 2 x .1-2s luMBER SZ QTY ACT~AL T l W2 RM l 12,160 12 W3 lJ l 0 3 \v4 15-1 5.671 4 ws l:J l 0 5 W6 10 l 4,515 16 \v7 1E 1 0 7 W8 , l O 1 3 ;3 5 9 8 ~9 lE l 0 19 Wl0 10 1 2.204 0 Wl l 15 l 0 -~ $E 10 2 B a Vl 10 l ·o V2 10 l 0 ------WEB DESI-GN __ ... ___ ALLOW T AC1'VAL C ALLOW C WELD THI< ANGLE NA.l\ffi 21,,417 0 2,!549 2.6 .325 l" ROD 13,453 6;012 6,273 2.6 .156 l 1/2 X 1 · 1/2 X .156 7,908 0 2,309 3.6 .109 1 1/4 X 1 1/4 X .109 l.3,453 5,093 5,602 2.2 . 156 1 1/2 X 1 . l./2 X .156 6.241 0 1,147 2.8 .109 1 X l X .109 10,877 3.~37 '1,561 2. 2-,l.25 l 1/2 X l 1/2 X .125 6, 24 .l 0-1. 147 2.1 .109 l X l X .109 10. 877 2.782 4.561 2.0 •. 125 1 1/2 X l 1/2 x· .125 6,241 0 1.147 2.0 .109 1 X l X .109 7,908 1,772 Z,30~ 2.Q . l 09 1 1/4 X 1 1/4 X . 1 09 ----STA.t-inA.RD VERTJCALS .12.483 5,301 8,032 3.3 .109 1 X l X ·. 109 5,617 898 1,456 2.0 . 0:10 l X 1 X . t 0~: 6,241 572 2,052 2.0 .019 1 X 1 X .109 I I I -a I - i i -- II .. 01/09/1997 15:04 70279837'37 R2H ENGINEERI_NG - PROJECT _____ .=L.:.::o:;.J:T_·-_· ...J4-6....;,.-. ______ _ PAGE 06 JOB N0.--9._6_-_o_o6--'-._ e:;' ~6 OATe ______ ,, ___ , __ _ ~ .. 9y _____ __,..._ SUBJECT~~~X~l~S~1---~g~oo~r~_--~~~1~.RZ;::::..::-li:R~-------"SHEET s L QF_ L oR.1Gti\JAt.. ct/Ro~ DcSt.'=IN LO.A-05 p~r:n=-G1RJ:J_r;;8 6-3 .... '•,. .. -- <ii-1. 11tJ 9. 1/(l.lJ lH = -. I ..::,0 'j)(;.: }3 pr;.:;< .s t.'-== n-pr;. 'JI{ 8 -,... " . X ~0 -;;;:: :;:,, "-" X 30 ,_ Z, 500 "$1 6,l:><.)O.,,,. ~ = 481 ~)•. WI..D.,..,,./ = .33' ( e!.d') -:r~,sr SPAC-1114, -Pl. = 13 ? r,: .lC £; .:4 ~J, -3,. 432-ff -~I.,. = ;~pr-;.. x. 8 x 33 -3. JG~" G, 600;.;,: .z;.t:ll 4~ I G?AN = 7 ~/8. W/?7'/-f = ;;, · ( 8/-o--c . ) J";1J$1 SPACIJJ4. I7l '=' 1.3 P'S: ,< 8 .J. f/.J = 4-. <J.7Zi:Jr SP);cl = 4-8' ( Sf..o.. ) -:FJJSi $pACINt,, .. . ~ . ' \ . . . S. 'AN= 481• · ~ c.. :: /-Z 'P'>J. x B x J-37 :::. 4. 1 z. 9 'It g_ GcQ* ' I 1XJ1J. 'J/JJ/j,P( -== 4:5 . Pl = 131'~ ;1. 8 J( 43 =. 4/1-lz, "C.. :; / Z 'f.r;. ~ [l :c: 93 = a,, .'Z/l 8,boQ4 /1:::1.' . t1211J. VIIJ111.1 = ._,...J . 1:JL = I 3 P.5/! if. 8 ~ ~ 3 = 4,, q. 7 -z_ l LL == 1-z. -,,,s; x ·s .A i3' ·== t;,,1-z,B . 'B. Ol:)u 71 us-e 3Z -, ~,9:P., . -· . . 01f09/1997 15:04 7027983797 R2H ENGINEERING PAGE 07 : f'ROJECT ___ ___,,:L~o~r~-___,;4-:.....;G,::::.-· ------- JOB NO. s-96 OATE------ A SUSJECT__;_ ____ ;:::EX:..,::1 . ..:.S..!..i ~Rco::.::.:._F . .-,;;:::6...;.;1R.:.::D::.=E:.;..;~;..__ ____ _ l .JV· ... ------ . 56 SHEET-~OF_ ORl<=tlNAL 6{RVER CE-':..l~N loJ\DS JOIST GIRDER SCHEDULE- MARK EAR JC!ST DESIGNATION I T"OP CHORO (TC) ' I _ AXIAL LOAD I · ' 6-1 20 G/ 3N 6 l< I 35J:.. I i 3 s;it: 6-.2 / /.J.4-9 7N 6.6 "fl. i f I 35k. Go-~ I ;;z 6i s-,V S.61< L I I I· I 35k <S--4 44-<S 711 8.b ~ I ' I <S--5 I 3Z. q 4.rl 8.6, J<. I 3.5c l l GJ-b 4~q 6N t:,. 7 p:. I 35t I I ~-7 44-cf; 7N "6. !.I JC;. " 61 R,OE;~ NOTE~: - I. 1-:-c1 AXfAL L.OAO$ G-1\/::N IN KIF$. -,j., a. 4. 5. 'i"C.' .A.Xi.AL LOAi:' l?ENOTES SEtSMlC LOAD IN TOP CHORO. . . Tc;' AXIAL LOAD MAT' 5f; e:ITHE.~ CCMPR....~SION OR TI:N5l0N.. 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Bernardo Court, #300 San Diego; CA 92127 G-2A Load combination is 2 : NEW D+L Member End Forces Job. ____ _ Page Go Date ___ _ ---~------------------------------------------------------------------------Nodes ====, I-End ====== ===== J-End ===== No I J Axial Shear ~oment Axial Shear Moment -------------~-(K)-------~(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1.8 19 20 21 -22 23 24 25 26 27 28 2.9 30 31 32 33 34 3.5 1- 3- 4- -6- 7- 9- 10- 12- 13- 15- 16- 18- 2- 5- 8- 11- 14- 1- 3- 4- 4- 6- 7- 7-- 9- 10- 10- 12- 13- 13- 15- 16-- 16- 18- 19- 3 4 6 7 9 10 .12 13 15 16 18 19 5 8 11 14 17 2 2 2 5 5 5 8 8 8 11· 11 11 14 14 14 17 17 17 15. 93:::, 15.93~ 4-6.83 46.831.,.,/ 62.74.........-- 62. 74 v'" 63.73 ................ 63. 73 L,/"' 49~56 V--- 49.56V 19.83 ___...... 19. 83 ........- -34. 89 _../' -58. 24 ..........- -66. 68 ......-- -60 .17--:......--- -38.36 ~,?,1~~--;;>?6 0.98 25. 32 ..,,.,--- -15. 94 ........---- 0.50 15. 23 __......, -6. 01 .---- 0. 50 5. 26;.....--- 3. 94 ......--- 0. 54" / -4. 76,.,_,,,, 14.16 ,_.../ 0.56 -14 • 9 6 / 24. 74 .,.....--- 0. 46 -26·. 04 ~ -0.37 0.61 -0.24 0.26 -0.24 0.25 -0.26 0.28 ~0.26 0.30 -0.21 0.25 0.02 -o.oo o.oo 0.00 -0.03 -o.oo o.oo -o.oo -o.oo 0.00 -0.00 -o.oo o.oo -o.oo o.oo 0.00 0.00 0.00 o.oo 0.00 o.oo 0.00 -(}.00 ..:.o.oo 1.17 -0.82 0.14 ~0.88 0.09 -0.93 Q.11 -0.86 0.16 -0.66 0.18 -o.oo -0.19 -0.19 -0.19 ·-0.20 o.oo 0.00 0.00 0.00 o.oo o.oo 0.00 0.00 0.00 0.00 0.00 0.-00 0.00 0.00 o.oo 0.00 0.00 0.00 -15.93 -15.93 -:-46-. 83 -46.83 -62.74 -62.74 -63.73 -:-63.73 -49.56 -49.56 -19.83 -19.83 34.89 58.24 66.68 60.17 .38.36 23.88 -0.98 -25.32 15.94 -0.50 -15.23 6.01 -0.50 -5.26 -3.94 -0.54 4.76 -14.16 -0.56 14.96 ..;.24. 74 -0.4"6 26.04 0.37 -0.15 0.24 -0.26 0.24 -0.25 o. 26' -0.12 0.26 0.08 0.21 0.48 -0.02 o.oo -o.oo -o.oo 0.03 o.oo o.oo o.oo 0.00 0.00 0.00 o.oo 0.00 o.oo -0.00 o.oo -0.00 -0.00 0.00 -o.oo -0.00 o.oo 0.00 -1.17 0.82 -0.14 o.a0 -0.09 0.93 -0.11 0.86 -0.16 0.66 -0.18 -o.oo 0.19 0.19 0.19 0.20 0.00 0.00 o.oo 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo o.oo o.oo 0.00 0.00 0.00 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo court, #300 San Diego, CA 92127 G-2A ·Load Combination is 2: NEW D+L Reaction$. Jo];) ____ _ · Page_ .... fe"-"-1 _ __, Date ____ _ --~-------~---------~~------------------------------------------------------ Node · Global X Global Y Moment --------~----~--------(K)------------------(K)---------------(K-ft)---------1 0.-00000 17.42013 0.00000 19 0 .000'00 17. 35987 0. 00000 Totals 0.0Q00O 34.78000 0.00000 $ BY R2H Engineering, Inc .. PROJECT /SIS SUl;3JECT ( I. S . p . t; -$ ) ' I It :..:SPAN ,. 1-~ . I , , ! . I( ·,, Ao{) ti /1(.l)O S ~~ v -1/,~ ~ w2. ~ ~,- P: P =-1.2.. 7q. i. (. > '"3.1.q4-. ! (./51 )( i4.S') \ . P-= ~--4,~ < -'%.,7,u:z..L(, _,-, ,. rv 73 5,..·4,.1 = ~< -,:,; ~ l S1 X \4,"& } ·_Wee""'" Q f.<.i 4 ,-,,,_ f' ::. 1 "I uri (, ,. 34 I ';-~ ~ 4 0 • 1 '?, CAlfi:1,.r:, L . -::. ~'=';<.:, .'Ii! i4.D9 11 &¥?'4 (14,S - at '3, C7tf'" c.. ~ -:. -, ., c2Y ,.i~o l / 8,'1, _"'t7 C,: Tor F -= ('2 )( Z.087 J We-I) W4 ca. l4r1 P 1!--2.'2.;5o "--- l.. . 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Bernardo court; #300 San Diego, CA 92127 -G-4AR Load Combination is 2: NEW D+L Member End Forces Job c;~ooe, Page G,3, Date ____ _ -------------------------------~---~----------------------------------------Node~ == I-End==~==== ===== J-End No I J ~ial Shear Moment Axial Shear Moment ---------------(K)-~------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 21.87:::--0.49 -o.oo -21.87 -0.49 -1.56 2 3-4 21.87 0~77 1.56 -21.87 -0.44 1.20 3 -4-6 65. 08 ~ -o. 36 -1. 20 -65. 08_ 0. 36 -o. 25 4 6-7 65.08 0.42 0.25 -65.08 -0.13 1.15 5 7-9 88.09 _,,,.., -0.33 -1.15 -88.09 0.33 -0.i9 6 9-10 88.09-::;;-0.49 0.19 -88.09 0.18 1.10 7 10-12 8 9·. 9 7 OK ..-0 ; 3 0 -1 • 10 -8 9 • 9 7 0 • 3 0 -0 • 0 8 8 12-13 .89 97 --0. 34 0. 08 -89. 97 -o. 34 1. 29 9 13-'15 70.25...,/ -0.37 -1.29 -70.25 0.37 -0.20 10 15-16 70.25 --0.36 0.20 -70.25 -0.10 0.99 11 16-18 27.93_.....---0.26 -0.99 -27.93 0.26 -0.03 12 18..:. i9 27.93.--0.01 0.03 -27.93 -0.01 0.00 13 2-5 -48.01...--0.03 -o.oo 48.01 -0.03 0.26 1.4 5-,8 -81.31--0.00 -0.26 81.31 -o.oo 0.27 15 8--11 ~93.950~ o.oo -0.21 93.95 -o.oo o .. :2'7 16 11-14 -85.26-o.oo -0.27 85.26 -o.oo 0.29 17 14-17 -54.45.........---0.04 -0.29 54.45 0.04 0.00 c...,; -z.. 18 1-2 -3 2 • 7 9~ r -o . 0 0 0 • 0 O 3 2 • 7 9 0 • 0 0 0 • 0 0 19 -3-2 1.27 ,tJ~ 0.00 0.00 -1.27 0.00 0.00 tu:) 2 0 4-2 3 4 • 9 0 ~--o . ·0 0 0 • 0 O -3 4 • 9 0 0 • 0 0 0 • 0 0 t..v 4-21 4-5 -2 2 . 8 0 w~ ... ..c -o . 0 0 0 • 0 0 2 2 • 8 0 0 • 0 0 0 • 0 0 22 6-5 0.78 0.00 o.oo -0.78 0.00 0.00 23 7-5 21.67 .----0-• .00 o.oo -21.67 0.00 0.00 24 7-8 -9.06 ~ -o.oo 0.00 9.06 0.00 0.00 2~ 9-8 0.82 o.oo 0.00 -0.82 0.00 0.00 26 10-_ 8 7. 82 i,.,---o. 00 0. 00 --7. 82 0. 00 0. 00 lv1 27 1-0-11 5.32i---"" 0.00 o.oo -5.32 -o.oo o.oo 28 12-11 0.64· 0.00 o.oo --0.64 o.oo 0.00 Wtp 29 13-11 -6. 28 ,-/' 0. 00 0. 00 6. 28 -0. 00 0. 00 W5 3·0 13-14 20.05 . .,,,...-o.o.o o.oo -20.05 -o.oo o.oo 31 15-14 0.74 o.oo 0.00 -0.74 0.00 o.oo W+-32 16-14 -21.10 4)~1.p 0.00 0.00 21.10 -0.00 0.00 W) 3 3 16-17 3 5 • 41 Lve-1-D 0 • 0 0 0 • 0 0 -3 5 • 41 -0 • 0 0 0 • 0 0 34 18-11 0.26 o~oo o.oo -0.26 o.oo -o.oo \J...J'2.. 35 19-17 --36.67 f.v~LI) -0.00 0.00 _ 36.67 0.00 0.00 RISA-2D (R) Version 3.03 R2H Engineering-, Inc. 11545 w. 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Bernardo cou~t, #300 San Diego, CA 92127 G-4B Load Combination is 2: NEW D+L Member End Forces Job_==== Page l::>(e Date---,--=== -----------~----~----------------------~------------------------------------Nodes =====I-End====== ===== J-End No I J Axial Shear .Moment Axial Shear Moment ------~-------~(K)--------(K)~-----(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 21.65~ -0.74 . -o.oo -21.65 0.74 -2.36 2 3-4 21.65,,,,,,. 1.17 2.36 -21.65 -0.49 1.63 3 4-6 63.33 / -0.49 -1.63 -63.33 0.49 -0.32 . / 4 6-7 63.33 0.62 0.32 -63.33 0.03 1.50 / . 5 7-9 84.93 -0.41 -1.50 -84.93 0.41 -0.15 · 6 9-10 84.93' 0.5~ 0.15 -84.93 -0.04 1.61 7 10-12 . _8 .. 6 ....... 05. / . -o. 45 -.1. 61 -86. 05 0. 45 -o. 20 . 8 12-13 86.,.!_o.~-"'."' o. 6~ o .• 20. -86. 05 o. 30 . 1. 43 9 13-15 66.10 ~ -0.39 -1.43 -66.10 0.39 -0.14 10 15-16 66.10 _,. 0.40 · 0.14 -66.10 -0.25 1.32 11 16-18 26.02--0.34 -1.32 . -26.02 0.34 -0.05 12 18-19 26.02 -0.05 0.05 -26.02 0.10 -0.00 13 2-5 -46.75,,..... 0.05 -o.oo 46.75 -0.05 0.41 14 5-8 --78.72,. -o~oo -o.41 78.72 o.oo o.4o 15 8-11 · -90.02/ ok. o·.oo -0.40 90.02 -o.oo 0.42 16 11-14 ~80.83,....,. 0.00 -0.42 80.83 -o.oo 0.42 17 14-i7 -50.53/ -0.0.5 -0.42 50.53 0.05 -o.oo 18' 1-2 v2.45!,...., · ll.)11 Of(). 00 0. 00 32. 45 0. 00 0. 00 19 3-2 . 1 • 91 I.( 0 . 0 0 0 • 0 0 -1 . 91 0 • 0 0 0 • 0 0 20 4-2 33.51 ~12..i 0~0.00 0.00 -33.51 0.00 o.oo 21· 4-5 -22. 15 v'~5~·-o. oo o. oo 22 .15 o. oo o. oo 22 6-5 1.11 0.00 o.oo -1.11 0.00 o.oo 2 3 7 -5 2 0 • 5 6 v"' 1 ,4 "00(0 • 0 0 0 • 0 0 -2 0 • 5 6 0 • 0 0 0 • 0 0 24 7-8 -8.29 i,...,/ -o.oo 0.00 8.29. 0.00 0.00 ~5 9-8 0.99 0.00 o.oo -0.99 0.00 0.00 26 10-8 6.80 ..__:.----0.00 0.00 -6.80 0.00 0.00 27 10-11 5.31.........., o.oo 0.00 -5.31 -0.00 0.00 28 12-11 1.10 0.00 o.oo -1.10 0.00 o.oo 29 13-11 -6.97v o .• oo o.oo 6.97-. -o.oo o.oo 30 13-14 19.67 / 0.00 0.00 .:.19.67 -o.oo 0.00 31 15-14 0. 79 /4 _,, 0. 00 0. 00 -o. 79 0. 00 0. 00 32 16...: 14 -20.19-0 -.s -.. )o.oo-o.oo 20.19 -o.oo o.oo 33 16--17 32. 73: ~(.)14). 00 0. 00 -32. 73 -o. 00 0. 00 34 18-17 0.40 . · o.oo 0.00 -0.40 o.oo 0.00 35 19-17 -34.17 v" · -o.oo 0.00 34.17· 0.00 0.00 \.,~ ,t, . ,t·.1.,if OK , RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 G-4B Load Combination is 2 : NEW D+L Reactions Job. _ _,,.-=--- Page ~7 Date ____ _ ---------------~------------------------------------------------------------ Node Global X Global Y Moment -~-----------~--------(K)------------------(K)---------------(K-ft)---------1 0.00000 23.43096 -0.00000 19 0.00000 22.23904 0.00000 Totals 0.00000 45.67000 0.00000 ~ R 2H Engineering, 1nc. JOB NO. 9"oo~ PROJECT l'=>l1S. DATE BY SUBJECT_ c;rlR.Ot:~ C,1-f~CI< SHEET ~8 OF J0.9i., l 8,'i"2 2U3 I '2.-(.:,. 71 2&. i 'S -z! J c5 I/ • 12.S ;12.Y+ --.-----.. ___ _. . ... ,. RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 Load Combination is 2: NEW D+L Member End Forces Job ____ _ Page <ej Date_· ___ _ --------------------------· -·-----------------------------------------------Nodes =====I-End===== ===== J-End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)'~-~---(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 33.15.....-0.16 o.oo -33.15 -0.16 1.08 2 3-4 33.15.......----0.01 -1.08 -33.15 -0.01 1.11 3 4-6 62.29 ______. -0.30 -1.11 -62.29 0.30 -0.10 4 6-7 62.29 __. 0.39 0.10 -62.29 -0.39 1.45 5 1-9 73.40.-----0.37 -1.45 -73.40 0.37 0.02 6 9-10 73.40 ::::--0.24 -0.02 -73.40 -0.24 0.95 7 10-12 71.44 0.04 -0.95 -71.44 -0.04 1.10 -re... 8 12-13 56.26.....---0.33 -1.10 -56.26 0.33 .;.,0.20 9 13-15 56.26......---0.49 0.20 -56.26 -0.49 1.76 10 15--17 3.17.............. 0.02 -1.76 -3.17 -0.02 1.82 11 17.;., 19. 3.17--0.02 -1.82 -3.17 -0.02 1.88 12 19-20 3.17.........---3.76 -1.88 -3.17 3.76 0.00 -13 5-8 -71.75 .............. -0.01 -0.41 71.75 0.01 0.30 t,c.., 14 8--11 . -74.35 _. 0.01 -0.30 74.35 -0.01 0.37 15 11-14 -68.51 / 0~05 -0.37 68.51 -0.05 0.67 16 14-16 --4~.22/ -0.06 -0.67 43.22 0.06 0.20 ----1.v'l 17 1-2 ;;.11..!-.l~No wi3.4-4"0.00 0.00 37.19 -o.oo 0.00 18 3-2 -0.15.---Q.00 o.oo · 0.15 0.00 0.00 w"? 19 4:-2 _25.4i w~,i,.,,o.oo o.oo -25.44 -o.oo o.oo Wt/-20 4-5 -13.58 ..,---0.00 0.00 13.58 0.00 0.00 21 6-5 o.69 v o~oo o.oo -0.69 o.oo o.oo ws 2 2 7 -5 12 • 6 3 ._;..,.----o • 0 0 0 • 0 0 -12 • 6 3 0 • 0 0 0 • 0 0 c.)~ 23 7-8 -,-2.23.........---o.oo 0.00 2.23 o.oo 0.00 24 9--8 0.61-0.00 o.oo -0.61 0.00 0.00 vJ7. 25 10-8 l.29~ -o.oo o.oo -1.29 0.00 0.00 w7 26 10-11 5.83.--0.00 o.oo -5.83 -o.oo o.oo -W(p 2 7 12 ..-11 -5 • 8 8 ,---0 • 0 0 0 • 0 0 5 • 8 8 -0 • 0 0 0 • 0 0 ti.JS 2-8 .12-14 16. 35 V O. 00 0. 00 -16. 35 -o. 00 0. 00 29 13-14 0.81 ~ o.oo o.oo -0.81 0.00 0.00 cu4, 30 15-14 -17.42-v°' o.oo o.oo. 17.42 -o.oo o.oo W? 31 15-18 44 ~ 11 .,/ 0. 00 0. 00 -44 .11 -0. 00 0. 00 \} 32 19-18 1 3.90 ..,/ ~ 0.00 0.00 -3.90 0.00 0.00 W"l--3.3 20--18 11-2_2. ~W\'l ,ll.~ 0. 00 0. 00 22. 66 -o. 00 0. 00 l?C.. 34 2-5 -52. 1.2 0. 05 -o. 00 52 .12 -0. 05 0. 41 R:>C. 35 16-18 -43.22 -0.06 -0.20 43.22 0.06 0.00 Load Combination is 2: NEW D+L Reactions ---: ----.------------------------------------------------------------------ Node Global X Global Y Moment -----------~----------(K)-------------------(K)---------------(K-ft)--------- 1 -0.00009· 17.01670 o.ooorio .... ~- RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA .92127 G~7A Job ____ _ Page 70 Date ____ _ ------------------------~--------------------------------------------------- Node Global-X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)---------~O 0.00000 26.20329 0.00000 Totals -0.00000 43.22000 0.00000 .. RISA-20 (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 G-6A Lo~d combination is 2 : NEW D+L Member· End Forces Job ____ _ Page __ :1Q_•~-\=·-_ Date ·----- ----------------------------------------------------------------------------Nodes ===== I-End======= ===== J-End ===== No· I J Axial Shear Moment Axial Shear Moment -----~---------{K)--------(K)-------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-3 19.64/ -0.56 -o.oo -19.64 0.56 -1.67 2 3-4 19.64,,.....-----0.85 1.67 -19.64 -0.14 1.03 3 4-6 61.42,,.....-------0.31 -1.03 -61.42 0.31 -0.19 4 6-·7 61.42/ 0.32 O.i9 -61.42 -0.32 1.11 5 7-9 83.76/. -0.33 -1.11 -83.76 0.33" -0.20 6 9-10 83.76.........----0.45 ·0.20 -83.76 0.11 1.04 Tc _ 1 10.-12 86. 87..,--. -o. 28 -1. 04 -86. 87 o. 28 -o .11 8 12-13 · 86.87,.......... 0.41 0.17 -86.87 0.08 0.95 9 13-15 70 .• 57/ -0.28 -0.95 -70.57 0.28 -0.16 10 15-16 70.57/ 0.35 0.16 -70.57 0.75 1.19 11 16-18 28.75,,....... -0.27 ~1.19 -28.75 0.27 -0.16 12 18-19 28.75/ 0.03 0.16 -28.75 -0.03 0.00 ---Y-3 2-5 -45.40/ 0.03 -o.oo 45.40 -0.03 0.24 14 5-8 -76.82 / o.oo -0.24 76.82 -0.00 0.25 ic:.. 15 8-11 -89.89 / 0.00 -0.25 89.89 0.00 0.22 16 11-14 .;. g 3 • 0 6 / O O • 01 -o .• 2 2 8 3 . 0 6 -0 • 01 0 • 31 _11 14-17 -57.47/ -.03 -0.31 57.47 0.03 -o.oo (.,J2.. 18 1-2 -32.01 v., 0.00 0.00 32.01 -0.00 0.00 \). 19 3-2 1.41./ . ~ o.oo 0.00 -1.41 0.00 0.00 tu) 20 .4-2 35.09~ l 0.00 o.oo -35.09 0.00 0.00 \})4·21 4-5 -22.27v' i 0.00 0.00 22.27 0.00 o.oo \J 22 6--5 0.63 _. j · o.oo 0.00 -0.63 o.oo 0.00 W5 2 3 7-5 2 I. 4 0 /' · 0 • 0 0 0 • 0 0 -21 • 4 0 0 • 0 0 0 • 0 0 IA}(p 24 7-8 -9.64,............ 0.00 0.00 9.64 0.00 0.00 \J 25 9-8 0.78 ~ o.o.o 0.00 -0.78 0.00 0.00 W"l 26 10-8 8.53...,.---0.00 0.00 -8.53 0.00 0.00 tvl 2 7 , 10-11 4 • 0 7 ~ 0 • 0 0 0 . 0 0 -4 • 0 7 -o • 0 0 0 • 0 0 ~ 2a 12-·11 o.69· o.ob o.oo -o.69 o.oo o.oo t.J(,, 29 13-11 -5.12........... 0.00 0.00 · 5.12 -o.oo 0.00 W7 30 _13-14 17.36~ 0.00 0.00 -17.36 -0.00 0.00 \) 31 15-14 0. 63 0. 00 0. 00 -o. 63 0. 00 0. 00 I.V4-32 16-14 -18.20.v--o.oo o.oo 18.20 -o.oo o.oo w:, 33 16-17 36.46·t--0.00 o.oo -36.46 -o.oo o.oo v 34 18-17 0.30 0.00 . 0.00 -0.30 0.00 0.00 w '2,. 35 19-1 7 -3 6 • 6 8 ~ 0 .• 0 Q O • 0 0 3 6 • 6 8 -o • 0 0 0 • 00 -Loa<;i Combination is 2: NEW O+L Reactions . --------------------------------------------------------------------- Node Global X Global Y Moment _ --------------------~-(K)------------------(K)-------~-------(K-ft)--~------ 1 -o. 00000 . 24. 71704 0. 00000 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 Job. ____ _ Page "7a, ?.- Date ____ _ ------------------------~--------------------------------------------------- Node Global :x; . Global Y Moment ---~---~-----~--------(K)-----~--~-----~---(K)---------------(K-ft)---------19 0.00000 22.75296 0.00000 ~otals -0.00000 47.47000 0.00000 01/09/1997 15:04 7027983797 R2H ENGH·IEERING PAGE 10 ,.. ,;. _,. ... .... a • • Pf<.ICt 71 I ,.· c~ .... c .. c,a1,, ,u,c•·•• .. ••o• I / • • -,. 1. Y .& .. I J·-C 11 .. .,_ ..... .., .. ._ • '. c11CCTIO ' , ·\ .,.ai, fT~S C••O,-y ••·· ••oc 4t•• WIOI .... • ,oc •••••••• .... -·· ..... , .. ! I First 4 ft. !1n9tli $57 .oa UT.CO ,,s.oo $171.00 $UO.OO nos.oo ,. E,c·" .dJ;t; • .,,t ft. 11.00. 12.00 13.00 ,3.00 .,,.oo ;a.~o I ,.oo 7.00 1.00 11.00 12.-00 n.oc . sr.,,, £,,,, &ttCCTCO .•• 1,,,, ... , •• 0 .,. ........... ,. .... ,11. .... "" •c c ...... ~ ... , ....... ••••••••• •a·· ••o• ......... 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AwC1't• ,. , .. c:,..•• 4 5 6 7 I 9 10 ll l2 il 1, 1.5 \6 \1. ll ,, 20 21 22 23 2, 2j 26 27 21 29 30 . -31- 32 33 ·34 35 36 7 38 39 -io-·- ,. ......... . ,r ~--· ••••MTl••o••••• ••· r•. ~•• ••• •••• u ...... ---.... 1.05 · l.ll 1.,1 l.69 l.97 2.~6 l .ll l:.37 t.39 1.ao 2.oa 1.,l 3.19 ___ _..., ___ t;,.;;;;.65 2. H 2.}J_~f----1,_.:.::.! .. 9 _---1--=-=3-~76=--- · 1. 9 \ 2.,a 2.86 3.3-' A.)9 \.&l 2.09 l.l6 2-:.·1 l.18 l.lS -:-ii) l.,1 l.93 .4. l9 ,.u 4.72 4.H 5.1-' S.50 .f:,, 2. 11 2.Sf l.27 3.8 l !.Cl 2.u 3. ,_1 ___ _...._ ,.u ,.21 __ ,...__..:::5.;.:.,, l.79--3~5·1 4.05 4.72 6.1-i--2." 3 ._u. , . .n 5. 1 s ,.ao 3.22 [i.18 ,.al S.63 7~l0 ·" c·.,,,2--.----.-22---+----6-.-09--+-----.,-.o-o- 3.74 .,.ao , S.61 6.54 a.60 4.01 .S.2l 6.01 7.01 9.22 -4.21 5.~5 &.40-· 7.47 9.!2 , . .s3 s.,s 6.19 7 .92 10.,2 -<i.17 6.33 7.30 a.51 11.1a . S.H 6.6! 7.71 9.00 l\.60 .s.,o 1.02 a. ,o ,.~.s n.42 .-:------+--"'-""--=s:..:.;.s, 1.10 a.39 9.78 12.as ~.'2 . 7. 6 3.88 \0.3.S 13.60 .. 6.02 6.18' . , 4 _9.21 lQ,&1 U.40 6.21 ,.,s s.38 , .61 11.30 u. u 6.l.4 ,.11 8.70 10.06 1 t.7' l.S.41 ,.a~ ,.n ,.as \(i.,s, 12.20 a.oo . 7.07 7.33 9.40 l0.15 11.61 16.62 7.33 1.59 7.8.5 S~ll 7.SOWJ.75 ll."l • ll. ll 17 .26 7.15 · 10.00 l l.63 13.58 17.81 ..--~~--a.:.::. lo -10.54 l2. l7 U.20 18.62' &56 ' l O .9i,,--t--f12~.5i"'.4:--t-~l .. ~. 6~~3~-l.--l!.!9~.20 1.3! 8.65 1:,1 9.l7 9.43 1.62 l l .:20 12.93 l • 5.10 19.&4 .as· . 11.s6 ,.,_<t~ 1 -~--i-~~"' ~J~"l --4--~5~.5~6 _ _j _ _220~.-4~7~ J.l.S ll.90 13.13 9 l 16.00 21.0S .4 12.ZJ 14.lO 9 16.0 21.63 ·'1 12.57 1~.S \6.9l 22~12 9.69 ,.,.s ,.,3 12.9 l lll.19 ll.25 17.40 22.U 1 S,29 11.11 23.-'0 -'-10.2l lo.,, 13.60 lS o l0 7 •6 la.31 24.02 10.41 2 lJ.91 1608 . . J • 18.76 2".68 T&8\.& 8.J Recomm~nded qaqe~ o! .oalvani1ed 1tu! tor tndualrial exh01.1st vent1Jat1on, ••C:&T&•• 0tM&NetON. ••&•T.&IT OIN&•••o,-11" r OU C T .... 1 N C"" C .• . .... • _, DUCT IN t•C ... «8 . ..... u, ... 13 .. 2, 1' .. to 30'' 2, u, •• ,., 2A , .. '9 lS" 22 31•• ,. ,o .. 22 I • '"· .. ,o .. 20 o •• , ,o·· 11 _________ ___,_ u·· ,. ,, .. 20 23'' ,. ,o .. ll Ove, )0 .. 16 -r, R2H Engineering, Inc. PROJECT-,-__ J"--S'--1-=--$ ___ --'--_______ _ BY_,_. ________ SUBJECT ________ --'-------- CHe::C.K PMeL l~ fbA .t..A"J:e:f:A;'t..-L.oAo : \J'R:.0i=. _-:. 2. 4_-"1 1-p . . .\Jp~ =-(o,rb~~ 'K ~01 )( ~'1.d Y ]4. )(.i;,0 ) e l_lo,(. ~ . ~ . ~ -=-'2.4,1. + lb . llJ ~ +. l,°'P -:::. · ·_ (2~.1"(,er.J) + C,t..,<o~J( 13,o') e. 2.~.'?n 1 41.:, JOB NO. Cf~OO~ DATE ______ _ SHEET 1$0F __ -=$1::~ '--01-1 PuT~ ov,r1ur Sx I _S1'11.Jc:, P~ iiil- \$ 0, "-· W1T1-1 NT:i"w HAiJ Po°" · RIGIDITY ANALYSIS OF PANEL W/ ONE OPENING TITLE: PANEL 32 LOWER LEVEL Ll = 2·4. 25 ft. L2 = 4 ft. L3 = 4 ft. L = 32.25 ft. ------------------Hl = 8 ft. 1 H2 = 21 ft. H2 H = 29 ft. H ------- T. = 1 in. Hl 2 3 E = 1000 ksi. p = 100 kips ------------------ ELEM h/d delta C 1 0.899225 0.560615 2 0.3~9897 -0.11333 3 2 3.8 full panel w/o opening: Re 1.783757 8.823757 0.263158 Ll 0.899225 0.560615 1.783757 deflecton of lower elements w/o opening: hl/L = 0.248062 0.080524 . deflecton of upper -lower elements: delta c = 0.48009 rigidity of lower elements: Re== 9.086915 deflection of lower elements: delta c =0.110048 . total panel deflection w/ openings: delta c =0.590139 SUM Re= 1.694517 L2 L3 L REINFORCED CONCRETE SHEAR WALL W/ ONE OPENING TITLE: hl = h2 = h3 = Ll = -L2 = L3 = T eff LOADS V = w = Pl = - ISIS , PANEL 13 8 ft. 15.37 ft. 6.63 ft. 24.17 ft. 4 'ft. f'c = Fy = Sum H = 4.oa ft. Sum L = 6.75 in. Tact= (positive is downward; gravity) 41.3 k. L.F. = 0.04 k/ft. w2 o o k. xl= o 3000 psi. 60000 psi. 30 ft. 32:·25 ft. 7.5 in. 0 0 hl/Ll= 0.330989 Re= 8.787265 1.4 k/ft. Xl f1;:. P2 V = V= 40.0357 hl/L3= 1.960784 .Re= 0.277495 P3 = P5 = PANEL-ELEM. 1 0 k. Q k. s·um = 9. 06476 x3= oft. x5= oft. Rl grav= 70.81949 kips up-factored P4 P6 1.264297 0 0 ft. k. k. k. x2= ,X2= X4= X6= Pu/Ag= 0.0"50643 ksi. <= 0.15 ksi max allow w/o bound. member Mu= 448.3999. k.~ft. Mu/Vu*L =0.330989 <= Vu= 56.04998 kips < Betal ~ 0.85 row max =0.016035 row min.=0.003333 inA2 As req = 0.468748 inA2 As min.= 6.5259 inA2· As max= 30.74357 inA2 DESIGN FOR SHEAR -ELEM. 1 Vu·= 56.04998 kips Ve= 214.463 kips phi*Vc= _128.6778 kips ~eq'd Vs o kips AcvSQTf'cl07.2315 kips 2AcvSQf'c 21-4 .463 kips Avf = 0.064416 in.A2/ft. PANE!,, ELEM. 2 1.0 w/6 boundary member OR 3 21. 6 94·4 kips w /o boundary member each end. Vu< phi*Vc: SHEAR REINF. NOT REQ'D Av= I O in. A_2/ft. R2 grav =18.17364 Pu/Ag= 0.076988 Mu~ 14.16013 kips unfactored ksi. <= 0.15 ksi max allow w/o bound. member k.-ft. Mu/Vu*L =0.330989 <= Vu.= 1.770016 kips < Betal = 0.85 row max =0.016035 row min.=0.003333 inA2 As req = 0.0979'52 inA2 As min.= 1~1016 inA2 As max= 4.649851 inA2 DESIGN FOR SHEAR -ELEM. 2 Vu= 1.770016 kips Ve= 19.51763 kips phi*Vc= 11.71058 kips 1. O w /o boundary member . OR 54. 3-03-41 kips w/o boundary member each end. Vu< phi*Vc: SHEAR REINF. NOT REQ'D 0 0 o· 0 Vs r . j;O kips AcvSQTf'c18.10114 kips 2AcvSQf'c36.20227 kips Avf = 0.01205.1 in."'2/ft. TlTLE: · ISIS , PANEL 13 . Av= CHECK PANEL HOLDOWN REQUIREMENTS Sump= 88.99313 C.G. = 15.78638 ft. from left end 1.4Mot = 1351.253 k.-ft. o in."'2/ft. 0.9Mr = 1264.391 apout left end 0.9Mr =. 1318.634 about right end Pu r1ght=3.366751 kips As.= 0.062347 in"'2 Pu left= 1.264309 kips As= 0.023413 in"'2 -:. ':,. ?J k (D~ )(<.a) ·11-t1 f:i f1.1 f o/\. '-ti IS i,t-t,'.-1..1..--1' -.,1<1.::,71"1"? Al ~e\,Uia1.o.;. Msi 0,1<. . ~ -:ff-4 e: g,v~ eF /JA,,Jfi.l-. t2/04/1996 17: 12 70279837'37 R2H ENGINEERING PAGE 01 t ;1 SUBJECT: STRUCTURAL CALCULATIONS TENANT IMPROVEMENT FOR ISIS CARLSBAD RES.EARCH CENTER 1896 Rutherford Rd., Carlsbad, CA Job No. 96006 By: Sam Wu Date: Dec. 4. 1996 SHEETNO: 1.·BAS'IS.OF DESIGN .· ................................................... , .................................................... 1-lA 2; l\i!EZZANINE DESIGN ................. : ................................................................................... 2-17 3. CEil.ll'{G DESIGN .......................................................................................................... 18-21 4. TILT-UP WALL.OPENING DESIGN ............................................................................. 22-43 R2H ENGINEERING, INC. Consulting Structural Engineers 11545 W. Bernardo Ct., Ste. 300 San Diego, CA 92127 (619) 673~8416 (619) 673-8416 FAX Robert H. Hendershot, S.E. Checked By: ___ _ 11/04/1996 16:56 70279837'37 R2H Engineering, Inc. PROJECT l \) T 46 R2H ENGINEERING PAGE 0~ JOB NO. Ci600b ~ DfCA-Ab ( Y ...... ----'-- SUBJECT-,-. _________________ _ SHEET---OF __ ( ''- MATERIALS, GRAD~ AND STRENGTH Following is used in all eases unless spr=icifically noted otherwise oa the plans.· ROUGH FRAME: Studs. plates acd blockm1 .DFL Sl:lndud or.Better Joists. Rafters. .ad Headers • • • . . . • . • . . . . . .• • . . . • • • . . . • • . • . . . • • . No. 2 BcalllS, Stnngers and Posts (4" & larger in width) • • • • • • . • . . • • • • • • • • . • • No. 1 Glu Lam Be.ams: Submit AITC Certificate of Coalpliance . . . . . . . • • • • • . . . • 24F-V-4· Simple Span ' 24F-VS Cantilevered Span Use common·wire mils for all designed cocdicions and UBC Table 25-Q (Nailing Schedule) in other C2SeS •. All framing anchors are by Simp,oa Sucni Tie. (Equivalency approval. if ~C$ted. based on ICBO Rescareh Reports) . Vertic;:al (shear wall). and horizontal wood diapb.ragm sheathing: AP A Rated CDX Structural I CONCRETE BLOCK MASONRY: Hollow Cote Mortar Types· Grout Types Desiau Strei:i&th ASTM C90 Grade N-I. Medium Weight .f~-1800 UBC Std 24-20. 2403 (e) re ;;; 2000 uac 2403 (d} rm=-1500 (solid grour) UBC 2405 (e} CONCRETE:·. Stw)gth (psj) ·3000 Max Agmgate Size ~ Foundatio~· CCAIS$01i) Sla& ori Orade Tilt-up Walls Dril~cd Piers Supported Slab$ l Beams &. Columasf Coacrete 011 Deck Water Sc~wrc 3000 3000 2500 4000 .3000 4'000 1111· 4" l* 3• ½." 4·· l1/2" 4" ¾" 4• 11.:• '4. ¾. 4• REINFORCING STEEL: STEEL: ASTM A61$ Cir60 No S .nd $t0aller Gr 60 No 6 ed luger (Use Gr 60 for all tilt-up panel steel except base dowels} ~TM A706 Gr 60 All welded ri;l,ar Welding of rebar to conform co A.W.S, #Dl.4-79, submit ecrtifica.te of carboa equivalent and weld procedUte prior to any welding of ~bar. Special i.nsper:tioa required for ill field weldi.ng, Submit certificate of complwice for :ul ·shop welding or provide: spo:iaqu~~oa.. . U nfuusbecf :Bolts High Strettgth "Bolts Pipe ColWllll ·· S_tructural': Tube Shapes. Plates & B.irS ASTM A307 ASTMA325 ASTM AS3, T~ E or S, Gnide B ASTM ~00, On.de B ASTM' A.36 Fy=3Sksi Fy=46ksi Fy=36ksi COLD FORMED· STEEL: Studs andjoists Tracks ~d Runaers Galvanize per ASThi A446 Grade A ASTM A446 Grade ·A ASTMAS~ FY= 40 KSI FY .. 33 KSl ; .... 1i104/i996 16:56 7027983797 ~ 'ENGINEElUNG, JNC. BASIS OF DESIGN ~7:. _____ -Type oCComtzw:tioci:. ____ _ .ExtctiorWall·Mat1:ri&I: _______________ _ ~==--------------------------... .-.....: ________ '--_____ _ R2H ENGINEERING PAGE 03 Project Namc;___L_o_f_4b~-------- Proj~t No. q 6oO 6. Date DEC· 4-. t ~ Project Engincer ___ l_A ______ _ --~¢ Z.01111: __ . __ 4..,... ____________ _ •~e Fa.:tor:_-:C::--------------- •W"uid Expo~;--=--------------SUuctuto Plan"'"; _____________ _ To)l.lf .Floor ~;(Eide. Oaly): ___________ _ OYcn'&ll Bldc/Saui:tu.rc Hcighta:;------------ Mezza.aia.o Y N ""1:a: _ __._ ___ ~--------E!ovatoi' Y N Slain Y N T)11o;_~ ....... ______ _ Spcci&l COllditiolll: ________________________________ _ Soil Repost By: Coi'tS(Ruc:;fr~r-t 1"'f~1'1NQ g €1'l61"1Ef·ll0,J&,1>.t1upott No. __ 10_1_5_3_7 _____ 0atc: NOV, 'lz., 1qq5 · C:onteat: (C?l.ect ilema izu:Iwlcd ill cwpon} • T= Boring Plot Pta.a: _____________ _ Pauma&iml ~: CAI 5.SCN . •s~ Clu.uficatioc: ExP.auiv• Soili:-VGRY DE-N~E-Sll.T5 TON~ Wa'4rTable Elevm-·o_n_: ------------- Adja,;coc Lo&cWSiopu: . Ai;UVI Presauce: _______________ _ S~:._______________________ Pini~ Pni6Nrl.:; ____ ~----------Liqu.au:ti0tl!____________________ BuildUII OC' Tant WaU Pres~: __________ _ CUt/Pill Uu Wilbia Si:ucum:: ______ _..; ____ ...,..____ •ocai;ii 8oaMg Captllity: ____________ _ Specw Couditiom:_·-~C~,A-\ s ... s_o-..;.~ .... -~e;..O'T~· _et-==f~A...,R,,,,tl\,,_~...;._.;..P...,Q_f_u_u __ .~.;..e_._'5~/:>0-P~P-~Sf',---_____________ _ · · · cA,lsoN s1<-1M fR1CT10111 ~ · 200 PSf Roof Co=niciiou: ________ ,_ _______ _ bolas Maccriit.1:. ________________ _ •Rao( :t.o&da: 20 p1f (wbjcct to n:dw:tio&i--design memo) Meclwlica1 !.quip1Utut: Weigh~:·-------------.... ------. Locatiosa: _________________ _ Sappott: ____________________ _ Special Coildiuoas: _______________ _ --shop, t>nwlap:-(Clicc:k those that apply) _Pr.fab roof auu Ct" Houi _Gtulamimwt T"u:aller · ' _Sku.ocunl sc.cl- _Miae. Mccal-" (°WMA p•n» arc lbop welded) ___ F'u: S~ Syu.m _Storc&ooi S7#em/Skylitcs _Anchot' Dolt uyoU:t --.luiafetciag Steel ___ C=rcta Mix ___ o~~t------------,.------- 11•'<M~.osc Cooi:cn.1nu:d Loada:__,. ___ ...-____________ _ Spcc:ial Coaditio1111: Ct.tL.1iJ§ L..,l., $ Z~ l'!F •Speoial Impectiom: (Check those that •pply) .:{__ Coacn:cc Placc~11t &ad Siteagtb _Botu iD Con.:mc/Muoury -~infoonng Steel Pl&c.o!atent ~Weldin&: Field~ Shop __ _L.H.S. Bolb _Muoa.cy, Prisms Required Y N _Pillilg/Cainom _shou:retc _Drilled i11 Allcbon _Other _________________ _ 11/lll'fl -·· 1i104/~996 16:56 7027983797 R2H ENGINEERING PAGE 04 R2H Engineerin~ Inc. JOB NO. ___ q~---· .. PROJECT ··---L~_[ __ ~---. ------··------Dtt, <Z ,q6 DATE ... ___ --·····. BY __ ~_,_v,.J_, ___ SUBJECT ______ J1fZ~ .... : ····---·--·· . ··--2 SH!;ET __________ OF ______ . . . ... ·----r-·.-. •'• .. ~r.-r_ r·· .; I.o 41'\ • . . ·:~~ .. . r\'-,1. , ,. __ ... :-... ~ -... · ... :.··:·· _; .. l:~~(f?i·.: .D, t;. ! .· . .51'4" L.t-J O>NC. OVER ·:-_;· L_;:.I:L:l~·.-;~; ·-;-_:-· :_ · · ·~rfil BE-AM • -~ --~ • '. •••• ~ •• J. ~ ;. --~ • 2• GA€'lE'2o (W2) DtCK , -4'2 PSf . . S P~F . • : (·! : : :··-. ·. sra:L 6lRDER 4. P5f t~ P~F ·: : :·--: --=;. L::~· :····:.·· .. . . tvp SC . .. , .... ······ ' > ••• , •• : ... ••91" _ _. •• rorAt. ;~_f'Sf. . , :-... . . . ' .. ·. _" .. :::;··r:t1,E11.. LL.'.. All AReA: 150 PJf : ,: ·:·--··1 .. _ --. ·· .. ... . ... : .. ;-..! ...... . Cl:iECk E.&0\P. APE-A. AH-l, 842BJ..bf<a.r.B1)( 11:.::>~')::-64 P:if < 150 Att-2: S 11)tJ.£½/(qA2.1x' 14.~3')~ ~ q PSf < ISO 1-'., .• : •• -, .... .. · .... :. : •'. -: . __ :. . ' i ' . . . ... ~ --~·-;. -: ..... ·"': . · . . -.. ' ... .,. -;-·; .. -··· - .... ..:·-.i~--~~-=~:.-:~-~-r . ; . ·i·.·_ ~ :: . . . . ' . : . ' . . . .. -.. !' -.·-····~-t . .... -: - • •• • ., ••• : ••• :. ···:. .. • • • • ~ l ' !. • . ..: : ....... ·····-.:.-.:. -,,· .. ; ,. . ; . ~-. -~--i -· · .. : .-.... : ' ' ... .,:, ...•. ~-1 .. --............... . . . . : : .. . . . . ~. ......... ... .. . . .. .. · .. : ] .. -!----·.: .. : . . . ·. ,: · ... ·· . : · .:;~t.-.~r:~i. _.Sff~IIC LO t\D : } .• ! -... : ---1, •1! ~ .••••. -. . . . . .. :. I•+··' ..... ·, . -·······- , 1 :• ,• , ; • -:• , I ••• • • • ,• . ;: . ; : : . ' >.: ~·-:·r-~f}f:--i? .. _::·: ·.: ·.· . : <. ·;._ \·:~_:_.\j:_i: .. i· f : .. -. ::: ...... ,:..-\-·-···-··. .. . . .......... _, ......... . i 1 •• . . -:.. . ···-~· . -~ . . ... . l ---~ .. .:.-•. : .. : • . : . · .. i. .. : .• ; ... !. •. . ... . .. · ·-:--~--~---L··; . ····-:_ . ·:_-:~·_: .. :"<-'.<EtT ::_.;:· :·_-:· --·· : • ' 1 • • . -.. . . -.. t :· .. ' .. Mc--Zl. A-~ ~A: S1,7x2q-.. ~i.7ic 3,.;~! :::;-cu~ t-4q·6 ~ f4.1~;tf w ~ (c;5 + /Sox .25~~'i x t4'$=-<1'2..~-:< r41$:..l3o~qlc . {.U$f PL. s-5; r~F rtiR $flSM1 t ~~loN) PENDULUM TYPE S fRtJC.-f\JRf' Rw = 3 !-=l-0 Z=0,4 -C=-27S v= Z.IC ti\); o,4r. tx2,?', ~ f'3h.q.; 48,ok . Rw a ·· POOR QUALITY ORIGINAL S { 12/04/1996 16:56 7027983797 R2H ENGINEERING PAGE 05 l JOB NO. Q60D6 .di R2H Engineering, Inc. PROJECT ___ ...;.._.;.__....---'-------LDT 46 DATE YlE-ZZ. BY. '$.hJ. . SUBJECT _____________ _ SHEET 3 OF · e · · : ·r=,.,, A'IA. tflrr-. .. · .. ; · : .t-1 zz. ,.. . ~--~,C::-' ... '.M. . . . • . ·--d' - -.· ,. ~ •• -.: ' , •• ,:, •• C • . . . . .. . .. ·: ~ . . . . -:·. .; . :. : .. K ... · , .. . -} .. . . ... .-~--{ . . ... ~--!· 4-. . . ¢'<,l. :--.. C ~-;···:· ·'f"_·CJ ____ ~ -~4~ > .• d] . C. 5) . . . ... : .. S.· .. : . ' . 61 · . c-. · "' ·--~· -~··· . . . . s, . . . .. . ! : . . ... . 12}04/1996 16:56 7027983797. ... R2H ENGINEERING R2H ENGINEERING· Title: Scope: Job II: Designer: Misc: Date: 1 ZiO'J/96 PAGE 06 Page: 3A COMPOSITE STEEi,. BEAM DESIGN 81,82 BEAM/SlAB OAT.A DESIGN DATA SECTION PROPERTIES --- AISC Sec.tion: w1Sx40 Fy = 36.oo ksi !·steel "' 612.0 in4 Seam Span = 30.00 ft f'c = . 3000 p:,i 5-stot'II: Top = 68.38 in3 Seam Spacing ... 8.30 ft Conc:;rete Oensitv = 110.00 pct S-st-1: Bottom = 68.38 in3 Slab ThickMsa = 5.00 in :Stud Oi~meter. = 0.75 in 1-t:r : -1934.71 in4 Deck Rib 1-feight = 2.00 in Stvd Height = 4.00 in S-tr: Top = 379.74 in3 Rib Spacing ; 12.00 in Beam Weight not added to appliotd lo-1ifo S-tr : Bottom = 108.66 in3 Rib Opening Wkith =' 6.00 in Srud CapacitY = 9.55 k S-tr : Eff. @ 8or. = 99. 11 in3 Ribs are Pilrpeildloular to Beam Allow Fb = 23.76 ksi n•Str: Eff.@ Tep = 2845.77 in3 SI.ab on BOT~ SIDES of beam n: Strength = 9.29 X·X A)(is From Bot = 17.81 in Using partial composite action n : Oefl~otions = 13.91 V-horiz@ 100 % = 212.40 k APPLIED LOADS "Oead Loada'" : Loads Applied Before 75"4 Curing •••• Uniform Load /11 ... 0.37 kif '"Live Lo.1de'" : Loads Appl(ed After Concrete Has Cured ••• Uniform Load # 1 = 1.36 kif --·--MOMENTS &t SHEARS Di::;,d Loild Alone = 41.e lc-n Oo-,d ~ Const = 41..6 k-ft .Dead + Liv& 194.6 k·ft Live Load Only • 153.0 -k-ft Max. Left Shear = 25.95 k Max. Right Shear -· 25.95 k EFFeCTIVE FLANGE WIDTH -· -- B;,sci<i on Span = 7 .50 ft Baaed on Beam Spacing = 8,30 ft ••. Effective Width · = 7. 50 tt BASIC SECTION PROPERTIES B1tam Depth :s 17.90 in Flange Width · :::i 6.01 in FlangQ ThicknaH ... 0.525 in Web Thickness = 0.315 in Soction Area = 11 .80 inZ Section Weight = 40.08 plf lxx •· AISC Section "" 612.0 il'l4 ---REACTIONS------ Oeild + Const Composite- Max DL + LL = Left 5.55 20.40 = 25.9 V4.4A.3 (cl 18S3·95 ENERCALC Right 5.55 k 20.40 k 25.S k, SUMMARY···------------ St;ress Chocks for Shored & Un:::hored Ca&es ... @ Sottom of Se,mi = 23551 psi < = Un,:;hored OL Stress = 7305 psi < = Actual Shear Stress = 4602 psi < = Unshored Stress Check •.. 24000 psi (allow ot 0.66 Fy) 24000 psi (~llovv of 0.66 Fy) 14400 psi (allow of 0.4 Fy) (Mdl/Se + MII/Strl "' 2581 9 psi < = 3 2400 psi (allow of O .90 Fyi Mll/(Str:Top"ri) = 521 psi <"" 1350 psi (allow of 0.45 Fy) Shored Concrete Stress Check ... (Mdl+Mll)/{Str:Top•n1 = 662 pGi < • 1350 psi (ellow of 0.45 Fy) Alternate U_nshored Strass Check •.• (Mdl '.f-MIil /'Ss = 34155 osi ::, · 27360 psi (allow of 0.76 Fy) SHEAR CONNECTION DEFLECTIONS---- Vh@ 100%% !;omposite= 212.4 k I-transformed min(.85 •f•c• Ac/2 or A$ 'Fy/2) I-Effective V'h:Minimum Req'd = 212,4 k lst+[V'h/ Vh) •. S•(!tr-ls)J Total Studs Required For Shored Condition ... Per 1/2 Span = 13 Before 75%% Curing Actual Number of Studs = t 3 Construction Only V Vsed For Design = 124. 1 k After 75%% curing Connector R•quirements,.. Total Uncured Def!. Use 5 studs from 0.00 -> 5.00 ft .Composite Ceflection Uso 5 atuda from 5.00 ·> 10.00 fl'. For Unshored Condition .•• Use ~ ,tud:drom 10.00 ·> 15.00 ft B11fore 75%% Curing Use 3 studs ftorn 1 !i.OO. • > 20.00 ft ConGtruction Only Use 5 stude from 20.00 .::,. 25.00 ft A~-,r 75%% Curing Use 5 studs from 25.00 -> 30.00 ft Total Uncured Oefl Compoiite Def! = 1764.2 in4 = 1492.6 in4 "' 0.166 in = 0.000 in = 0.572 In = 0.156 in = 0.728 in = 0.380 in = 0.000 iii = 0.572 in = Q.380 in = 0.952 in (continued on next page .... ) R21-i ENGINEERING, KW060291 12/04/199S 16:56 1027983797 • R2H ENGINEERING R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: PAGE 07 12/03i96 Page:4 COMPOSITE STEEL BEAM DESIGN 83 BEAM/,LAB DA.TA AISC ,section: w18x35 Se.am Span == 2(5.00 ft S..im Spacing = 8.50 ft Sl;ib Thicknen = 5.00 in Deck Rib Height = Z.00 in Rib Sp;icing = 12.00 in Rib Opening Width = 6.00 in Ribs are Pen,endioular to Beam Sliib on BOTH SIDES of beam Using partial composite action DESIGN DATA F'y = 36.00 ksi f'a = 3000 psi CQn~ret& Density = 110.00 pct Stud Oiarrieter = 0.75 in Stud Height = 4.00 in Beam Weight not, added to applied loads Sn,id Capacity = 9.55 k Allow Fb = 23.76 k:':li n: Strength ·"" 9.29 n : Oetlect1ons = 13.$1 APPLIED LOADS 51:CTIOl'I PROPERTIES --- I-steel S-s(i,el: Top S-steel: Bottom I-tr : S-tr: Top S-tr.: 8ottom 5-tr : Eff. @ Bot. n~Str; Eff.@ Top X-X A.xis From Bot V-horiz@ 100 % 510.0 in4 : 57.63 i113 = 57.63 in3 1643.SS in4 = 323.35 in3 = 93.32 inJ = 77.47 in3 = 1907.14 in-3 17.6Z in = 185.40 k "Dead Loada• : Loads Applied B&fore 75% Curing .... Uniform Load # l ,.. 0.38 kif "Livci Loadli~ :· Loads Applied Attar Concrete Mas Cured ..• Uniform load # 1 .. 1.3S kif --·---MOMENTS & SHEARS Dead lo~ Alone = 32. l k-ft Ooad + Const = 32. ·1 k.-ft Ctted + Wv& "= 14S·.6 k-ft Live Loed Only = 117 .5 k-ft Mal(. Left Shear = 23.01, k Max. Right Shear = 23.01 k EFFECTIVE FLANGE WIOTH.-.- Baaed on Span = 6.50 ft Baaed o~ Beem Spacing = 8.50 ft ... Effective Width = 6.50-ft BASIC SECTION PROPERTIES Beam Depth Flange Width Flange Thickness Web Thiokneu Section Ar•• -Seoilon Weight /xx -.AISC Section = 17.70 in = 6.00 in ... 0.425 in = o.3oo in "' 10.30 in2 = 34.97 plf -510.0 in4 -'---...,.._ ___ REACTIONS ----- Oead+Const ComPQsit., Max DL + LL Left Right = 4.94 4.94 Jc • 18.07 18.07 k = 23.0 23.0 k. V4.4A.3 (cl 1983-95 ENE.RCALC SUMMARY··----·------- Stress Checks for Shored & Unshared Cases ... @ Bottom of Beam = 23169 pt:i < = Unshorcd DL Stres"s , = 6686 psi < = Actual Shear Stres1. = 4333 psi < = Unshared Stress Check ••• 24000 psi (allow of 0.66 Fy) 24000 psi (allow of 0.66 Fy) 14400 psi (allow of 0.4 l=yl (Mdl/S!,+MII/Strl' ""24881 psi < = 32400 psi (allow of0.90 Fy) Mll/{Str:Top'nl = 469 Pl:li < = 1350 psi (allow of 0.45 l=y) Shored Concrete StrGss Check ... (Mdl+Mlll/{Str:Top'n) -598 psi < = · 1350 psi (allow of 0.45 l=y) Alternate Unshored Stress Check .•• (Mdl + MIi) / Sa = 31145 psi :> 27360 psi (allow of 0.76 Fyl $HEAR CONNECT/ON Oel=LECTIONS ---- Vh@ 100%% Composite= 185.4 k min(.86"f'o • Ac/7 or Aa •Fy/2) V'h:Minimum Rcq'd = 185.4 k Total Studa Required Per 1 /2 Span = Actual Numbei of Studs = V Used For 0Hign = Connector Requirt1ments ••. 6 8 57.3 k Use 3 stud& from 0.00 -> 4.33 ft Use 2 s:tuds from 4.33 • -::. 8.67 ft Use 2. studs from 8.67 -::> 13.00 ft Uaa 2 1tuda from 13.00 -> 17.3.l ft UH 2 studs from 17.33 ·> 2t.67 ft Use 3 studs from 21.67 -> 26.00 ft I-transformed !-Effective 1st+ IV'h/ Vh) '.5 •(ltr-1!':)J f!or Shored Condition ... Before 75 9'9' Curing Con!Jtruction Only Aft11r 759'% curing T·otal Uncured Oefl. Composite Dciflec~ion For Um;t,orc,id Condition ••• Before 7!S'l6% Curing Construction Only After 7'5%% Curing Total Vncured Defl Composite O&fl = = 1497.1 in4 1058.6 ii,4 0.127 in 0.000 in 0.465 in 0.127 In 0.59,3 in 0.264 In 0.000 in 0.465 in 0.264 in 0.729 in (continu•d on next page .... ) R2H ENGlNet:r:UNG, KWC>60291 12/04/1996. 16:56 I ! R2H •ENGINEERING 70279837-'37 R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: 12103/96 PAGE 08 !'age: 5 COMPOSITE STEEL BEAM DESIGN 04 BEAM/St.AB CATA 01:SIGN CATA SECTION PROPERTIES AISC Section: w18xJ5 Fy = 36.00 ksi l•stcsl = 510.0-in4 !3Hm· Span .. 25.50 ft f'c = 3000 psi S-steel; Top = 57 63 in3 BeamSi;,acing ::::i 9.00 ft Cdncrate Density = 110.00 pct S-stHI: Bottom = 57.63 in3 Slab ThicknaH = s.oo·rn Stud Diameter = 0.75 in Hr: = 1637.29 in4 Seclt Rib Height :,; 2.00 in Stud Height = 4.00 in S-tr: Top 318.93 in3 Rib Spacing · = 12.00 in S.am Weight not added to .applii,(f load:s 5-tr : Bottom ::: 93.2'1 in3 Rib Opening Width = 8.00 in Stud Capacity ... 9.55 k S-tr : Eff. @ Bot. = 78.99 in3 Ribs are Perpendicuhtr to Beam Allow Fb = 23.76 ksi n"Str: Eff.@ Top ,. 1992.38 in3 Slab 011 SOTH SIDES of beam n : Strength = 9 • .29 X·X Axis From Bot = 17.57 in Using partial composite 01.."tion n : 04'fl4'ctions = 13.91 V-honz @ 100 % = 185.40 k APPLIED LOADS "Dead Loada." : Lo~a Appllad Bator• 7S'*io Curing •••• Uniform L0ad # 1 = 0.41 kit "Live Loads" : Lo41d.s Applied After Concnrte H3i.·Cured ... , l,lniform L0ad ff 1 = 1 .48 ,kif -------MOMENTS & SHEARS Daad Load Alone = 33.3 1(-r-t Dead -i-Const: = 33.3 k-ft Oead + Wve = 153.6 k-ft Live Lo~d Only 120.3 k-ft. Max. Left Shear "" 24.10 le Mal(. Right Shear = 24.10 k EFFECTIVE FLANGE WIDTH --- 6a11ed on Span = 6.37 ft BaHd on B•am Spacing = 9,00 ft ..• Effec:tiv• Width = 8.37 ft BASIC SECTION PROPERTIES Beam Copth Flange Width Flan~• Thi~kness Web ThickneH Sec::tion Area S•c:tion Weight !xx . AISC Seetior, = ::, = = = = = 17.70 in 6.00 in 0.425 in 0.300 in 10.30 in'2 34.97"plf &10.0 in4 -----REACTIONS ----- Oaad-i-Conat Composite Max DL + LL Lett Right· = 5.23 5.23 k = 18.87 18.87 k ,.. 24.1 24.1 k V4.4A.3 (cl , 983-95 ENERCALC SUMMARY----·--,-----~---.. ------ Stress Chcek:i for Shared & Unshored Cases ... · @ Botto171 of 811.im = 23339 psi < = UnshontC, DL Stress = 5940 psi < = · Actual Shear Strns "' 4538 psi < = Unstiored Stress Checlt ... 24000 psi fellow of 0.66 Fy) 24000 p~i /allow of 0.56 Fy) 14400 psi (allow of 0.4 Fy) (Mdl/Ss + MlliStr) = 25216 psi < = 32400 psi (allow of 0.90 Fy) . Mll/(Str:Top•n) = 487 psi < = 135.0 psi (allow of 0.45 Fyl Shored Conc::ri,te Stri,ss Check ... {Mdf+Mll}/(Str:Top .. n) ~ 622 psi < = 1350 psi (allow of 0.45 i:v) . Alternate Unshared Stress Chi,ck ... (Mdl + MIil / Ss = 31-989 psi > 27360 psi (allow of 0.76 Fyl SHEAR CONNECTION -DEFLECTIONS---- Vh@ 100%% Composito,o 185.4 k min(.85 •f'c• Ac/2 .or As •Fy/2l V'·h:Minimum Req'd • 185.4 k Total ~tuda Required Per 1/2 Span A<:tual Number of Studs .. V Used For Oesi9n Connector Reqtiiramants ... 7 7 66.8 k Use 3 studs from 0.00 -> 4.25 tt u .. 3 at~ds from 4.25 ·> a.so. ft Us1t 2,tudsfromS.50·> 12.75ft Us~ 2studsfroml2.75-> 17.00ft Uae 3 atuda from 17.00 ·> 21.25 ft UH 3 studs from 21.25 -> 25.50 ft I-transformed I-Eff11r,tiV$ 1st• fV'h/ Vh)" .S '(ftr-lsH For Shored Condit.ion ... Sefore 75%% Curing Construction Only After 75%% curing Total Uncured Def!. Composite Oeffectlon ~Qr Unshored ConditiQn ... Before 75%% Curing Construction Only After 75%% Curirtg Total U11cured Oefl Composite Def! = 1489.6 in4 = 1098.1 in4 = 0.122 in = 0.000 in 0.442 in 0.122 in "' 0.565 in 0.2641n = 0.000 in .. 0.442 in = 0.264 in = 0.706 in (continued on next page .... ) R2H ENGINEERING, l(W06029l i 11/04/19% 16: 56 7027983797 R2H EMGit--lEERING PAGE 0'3 R2H Engineering, Inc. JOB NQ.· __ 9_6_o_o_6 __ PROJECT' __ ..,.._ ________ ;__ __ DATE _____ _ BY___,..------'---SUBJECT ..... ____ M._;._E_Z_Z-_. ----,------SHEET G OF __ . .. . ~ ..... · . .. . ·. . · 136' ·. ·. ti~)" ~<{x i'l . ··. :··: .. :··:;A}~~i.,= l.~t-16 +)i~ .e 1.67 ~ . . · . · . :. · :r4~p;.1.'"f<.. <'· -~: 22.· k . . ~-. ; ... ; ........ --: .. . . :. -. ( : . . i . ;, : . : ~ ; : ~ . . -_:8.'.1 .. ·:i·::.-;:~·;::rr~::··:f·~:--~~:~. ·::.i) .. ·< ·· ·· ... ,· . ._IN 'i· -~·-: ,:' :C to. T , · : ·: ·. ·wJ~;4sx:+.s>= tJ, i., ~:/./4: . '<···)\)L;~(i~/1~11:}~·+:S= IJ.74'1<'/ft- . . · ..... :·P:iMit.:~··-L~s~'4.~2 = 6.27.'K Ce,· U.Ao') ·: .. > ·i·ia: ·: . .f PUf : : : . .... .. ..... ,.... . OU _ ... . ' . ·. ··.· .····· .: i . : . ~r(?:iJ~/~~i: '. ' '. · · •. • · .. ·. : · ":; ~~~L:~··;·Q.oi.x.t'J·..-;o=.o:Hk:/ft ... ·. ' ,". :;·.;·.p~t.=~icfJ<· (e>°I l..Ol."t-t>) : : :". :".::---l'f1 =-%~·1 x' ·ll t c?.,q_ ,1:(. 1-f ~ ~~-1\'l< . . . . . . . ..... '• .... . . . : .·. ; .. . · .. :· ·.·: •' t P1~· . lPi. . P'3 f 8/l. 1 f ~-2' f 8.2' +'-~;} . : 23.1.__ 53.3K 12/04/1996 16:56 7027983797 • R2H ENGINEER I NG COMPOSITE STEEL BEAM DESIGN 67 R2H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: 1 2103Ise PAGE 10 qGoo6 BE;\M/SLAB DATA -----: ...... DESIGN CATA SECTION PROPERTIES -,-.••. - AISC Section~ w1ZX1S Fy = 36.00 ksi B•am Sp.in 23.00 ft f'c ""' 3000 psi Seam Spacing = 8.00 ft Concrete Density =· 110.00 pct Slab Thickn• .. .,. 5.00 in Snid Oli1m•t~r ,. 0.75in Oeck Rib Height = 2.00in Stud Height = 4.00 in Rib Spacing -12.00 in Beam W&ight not added to applied loads Aib Opening Width = 8.00 in Stud Capacity = 9.66 k Ribs aro Parallot to Beam ._Allow FQ =· 23.78 ksi Slab on ONE SIDE of beam n: Strength = 9.29 Using partial composite acti9n n : .Oefl•ctions ::. 13.91 APPLIED LOADS ·oead Loii!da'" : Lo;ilk;ia Appli•d Befor• 759'> Curing •••• Trap,,n:oidal Load # ~ = 0.20-kif @ 0.00 ft from left to 0.05 kif @ 1 l .50 tt from lqft Trapezoidal Load If. 2 = 0.20 kif@ 11.50 ft from left to 0.05 kif (6) 23.00 ft from left Poirat l~oad if 1 = 1 .35 kip" @ 11 .50 ft from h,ft "Liv• Locda" : Loeds Applied After Conorete Has Cured ... Trape~oidal Load II 1 = 0.74 kif @ 0.00 ft from left to O. 16 kif @ 11.50 ft from lsft . Trapezoidal Load II 2 = 0.7" l(lf @ 11.50 ft from lflf't ,:o O. 16 kif. (@ 23.00 ft from left Point Load # 1 = 4.32 kips @ 11 .50 ft from left I-steel = 199.0 in4 $-steel: Top = 28.97 ir,3 S-steel: 6ottom = 28.97 ir,3 I-tr : 678. ta in4 S·tr : Top = 133.29 in3 S·tr : 6ottom = 49.67 in3. S-tr : Etf. @ Bot. = 42.20 1n3 n •Str: l:ff. @ Top = 888.46 in3 X·X Axis From Bot = 13.65 in V-horiz@ 100 % = 116.82 k ---MOMENT$ & SHEARS ' SUMMARY·--·------------ Oeoo Load Alona • 16.0 k-ft Dead -t-Const "' 1 e.6 k-ft . Dead + Live = 74.1 k-ft Uva Load Only = $8.0 k·ft 'Max. Left Shear = 10.45· k Max. Right Shear ,.. 9.05 k EFFECTIVE FLANGS WIDTH --- Based on Span . = 2.87 ft Based on Beam Spacing = 4.00 ft ... Effective Width = 2,87 tt 8AS1C SECTION PROPERTIES Beam Depth = 13.74 in Flange ,Wjdth = , 5.00 in Flange Thickness = 0.335 In Web Thlt;knoss 0.230 ifl Section Ar.. = 6.49 in2 Section Weight = 22.04 pit !xx -AISC Section = 199.0 in4 -----. REACTIONS -·-·------,-- Oead+Ccinat Composite Max DL + LL = l9ft Z.213 8.19 = 10.4 V4AA.3 (c) 1983-95 ENERCALC Right 1.97 k 7.08 k ·9.0 k Streas Checka for Shored & l:Jnshored Cases •.• @ Bottom of Beam = 21083 psi < = Unshored DL S~ress = 6640 psi < ::: Actual Sh111ar Str,aa = 3306 psi < = Unshorad Stress Ch.,qk ••. 24000 psi (allow of 0.66 Fy) 24000 psi {allow of 0.66 Fy) 14400 psi (allow of 0.4 Fy) !Mdt/Ss +Mll/Str> = 23146 psi < = 32400 psi (allow of 0.90 Fy) Mll/(Str:Top"n> = 563 psi < = 1350 plli (allow of 0.46 Fy) Sho;ad ·Concrete Stress Check ••. (Mdl-t-Mlll/(Str:Jop•n) = 718 psi < = 1350 psi (allow of 0.45 Fy) Altamate Unshared ·Stress Check ••• (Mdl + MO)/ Sa = 30681 psi ;,. 27360 psi (allow cf 0.76 Fyl · $HEAR CONNECTION DEFLECTIONS·------ Vh@ 100%% Composita= 116.8 k min(.85 'f'c • Ac/2 or Aa "Fy/2) V'h:Minlrnum Raq'd = 118.8 k Total, Studs RAqvir.,d Per 1 /2 Span .. 4 5 Actual Number of Studs = V U••d For Design = Connector Requiremimts .•. 47.7 k Use 3 studs from 0.00 ·> 3.83 ft ·· Use 1 studs from 3.83 • > 7.67 ft u .. Usi, Use u .. l atuda from 7.87 ·> 11.50 ft 1 studs from 11.50 • :> l 5.33 ft 1 studs frorn 15.33 ·> 19.17 ft 3 studs from 19.17 • > 23.00 ft J. transformed I-Effective . lat• (V'h/ Vh) • .5 •(ltr-ls)J For Shored Condition ... 13efore 75%% Curing Constn;ction Only After 75%% curing Total Uncured 011ft. Composite Defloctior, For Unshored Condition ... Before 75%% Curing Construction Only After 75%% Curing Total Uncured Dell Composite Def! = = = = = ... = -= = 605.2. ir\4 468.6 in4 0.104 in 0.000 in 0.375 in 0.104 in 0.479 in 0.239 in 0.000 in 0.375 in . 0.239 in 0.614 in (continued on next page .... ) R2H ENOINEERING, KW060291 12/04/1996 16:56 ' 7027983797 _ · R2H _ENGINEERING COMPOSITE" STEEL BEAM DESfGN 87 (., ... continued) 1 t L------------2-!IJ=(I------------------! 1--,, c:.. V4.4A.3 Cc;) 1983·9$ ENERCALC :r.0'Dtn ataft "•'~.0r)t1"> Mtl'I ,,,,(.~ ~10 •H1'4f:l"I • 4.COtn, ep•cl"q • J.":.OOfn Stud ttt-.. , nn1n. Dt1tm11tt11r • 0."~'"' R2H El'lGINEERING PAGE 11 Title: Scope: Q6~6 Job#: Designer: Misc: Date: 12103/96 P13ge: 0 R2H ENGINEERING, KW060291 12/04/1996 16:56. 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN R~H ENGINEERING Title: Scope: Job#: Designer: Misc: Date: 12103/96 PAGE 12 q 6r;o6 Page: q BfAM/SLAB CATA. oeSIGN DATA SECTION PROPfRTl!:S --- AISC Section:· w16:x31 Fy 36.00 kai 1-:Jtoel = 375.0 in4 Beam Span = 19.00 ft . f'c = 3000 psi s-steel: Top = 47.23 inJ Bit;,m Spac;ing = 8.00 ft Slab Thlok.ness = 5.00 in Concrete Density -110.00 pcf Stud Diameter = 0 .. 75 in 5-stettl: Bottom .. 47.23 in3 I-tr : = 1028.44 inJ Oeck Rib Height = 2.00 in Stud Height . = 4.00 in S·tr: Top = 15Z.6Sin3 Rib Spacing = 12.00 in Beam W•ight not added to applied loads $-tr : Bottom :::, 72.71 in3 Rib Opening Width "" 6.00 in Stud Capacity = 9.55 k S-tr : Eff. (ip Bot. 84.$1 in3 Ribs are Parallel to 8e:irn Allow Fb = 23.76 ksi n•Str: Eff. @ Top -1102.87 in3 Slab on ONE Sloe of b•am n ! Strength 9.29 X-X Axis i::'rom Bot 14.14 in Uaing partial compollite action n : p,..flaotions "' 1 3. 91 V-horiz@ 100 % = 146.36 k APPLIED LOADS------------------- '"Oaad Loaoa• : Loads Applied Before 75"6 Curing •••• Trapezoidal Load II 1 = 0.20 kif @ 0.00 ~ from left to 0.05 kif@ 12.50 ft from left Trapezoidal Load # 2 = 0.20 ldf (§) 12.50 ft from left t1:1 0. 1 T kif (Q) 19.00 ft from left Point Load # 1 = 5.23 kips (@ t 2.50 rt rrom lert "Liv• Loilda" : Loads Applied After Concreto Has Cured ... Trapezoidal Load # 1 = 0,74 kif@ 0.00 ft from left to. 0.18 kif@ 12.50 ,ft from left Tr.1JPezoidal Load # 2 = 0.74 kif @ 12.50 ft from left to 0.41 kit@ 19.00 ft from left Point Load II 1 = 18 .87 kips @ 12.50 ft from taft ---MOMENTS &. SHEARS SUMMARY-------------- Oead l.oad· Alone· = 27 .3 k-ft 04'8<:I -t-Const = 27 .J k-ft Dead + Live ,.. 125.7 k-ft Live Lo.ad Only ,.. 98.4 k·ft Max. Left Shear = ·14.46 k Max. Right Shear, = 21.57 k EFFECTIVE FLANGE WIDTH - BaHd on Span = 2.37 ft B;,aed on Beam Spacing = 4.00 ft ... Effectiva Width = 2.37 ft BASIC SECTION PROPERTIES Be.am Depth ,.. 15.88 in Flange Width • 5.53 in Flange Thlcltneas "" 0:440 in W•b Thil;kMH 0,275 in S•ction Area = 9. 1 2 in2 Section Weight .., 30.97 pit. l:x:x • AISC Section .. 375.0 in4 -----REACTIONS --- Dead+Const Composite . M~>c DL + LL = Left 3.13 11.33 -14.5 V4.4A.3 (o) 1983•!16 ENERCAlC Aight 4.67 k 16.90 k 2·1.8 k Stress Checks for Shored & Un shored Cases ... @ Bottom of 8,1am = 23377 psi < = 24000 psi '(t1llow of 0.66 Fy} Vnshor&d DL Stress -· 5927 psi < 2 24000 psi (allow of 0.66 Fy) ActUill. Shear Streas = 4940 psi < = 14400 psi {allow of 0.4 Fy) Unshor.,d Stress Check ... !Mdl/Ss+Mll/Str) = 25233 psi < = 32400 psi (allow of 0.90 Fy) Mll/{Str:Top•n) "' 833 pai < = 1350 i,al (altow of 0.45 l=y) Shored Concrete Stress Ch.:ck ... (Mdl +Mll}l(Str:Top•oJ "' 1063 psi < ~ 1350 pai (allow of 0.45 l=y) Alternate Unshor~ Stress Check ... (Mdl + MIi) / Ss -31929 psi :> 27360 pai (allow of 0.76 Fy) SHEAR CONNECTION OEFLECTIONS----- Vh@ 100%% Composite= 145.4 k · ~in(.SS•t•c•Ac/2 o, As•Fy/2) V'h:_Minimum Ri,q'd = 145.4 k Total Studs Require<f. Per 1/2 $pan A.ctual Number of SttJds V UHd For Cai,ign = Connector Requirements ... · 7 7 66.8 k Use 3 6tUda from 0.00 -> 4. 14 fr Use. 3 studs from 4.14 · > 8.28 ft Vff 1 studsfrom8.28·> 12.41 ft Us& l studs from 12.41 ·> 14.61 ft Ui;e 3 s_tuda from 14.61 -> 16.80 ft Use 3 s.tuds from 1 6.80 -> 19 .00 ft I-transformed I-Effective 1st+ IV'h/ Vh)~ .5 »(ltr-lsll For Sh1:1red Condition ... Before 75%% Curing Construction Only After 75%% curing Total Unoured Defl. Composite Deflection For Unshared Condition ... Before 75%'*1 Curing Con&truction Only After 75%% Curing Total Uncured Oefl Composite Oa:fl = = = = = = ,., = = ,.. = 907.6 in4 736.1 in4 0.070 in 0.000 in 0.252 in 0.070 in 0.321 in 0.137in 0.000 in 0.252 in 0.137 in 0.389 in {continuc:d on next pags ... .l R2H ENGINEERING, l(W060291 ,l_ 12/04/19~6. 16:56 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN B8 ( ..... conti~ed) : +--,-.....--------..a.·'"'=·as, ____ ... _ ......... ····----~ V4.4A.3 le) 1983-85 ENERCALC R2H EMGINEERING Title: Scope: Job#: Designer· Misc: PAGE 13 C/6006 Date: 1 2103196 R2H ENGINEERING, KW060291 12/04/1996 16:56 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN 89 R2H Et--lGINEERING Title: Scope: Job#: Designer: Misc: Date: 1 21oa19s PAGE 14 96cc6 PRge: 10 SEAM/SLAB OAT A DESIGN OATA SECTION PROPERTIES AISC Section: w18x50 Fy = 36.00 ksi I-steel Beam Span :, 24.SO ft f'c = 3000 psi S-stnl: Top S.,am Sp&ei!'lg = 8.00 ft Concr~t~ Oc:naity == 1"10.00 pct S-steel: Bottom Shtb Thickriesa = 5.00 in Stud Di.,mctsr = 0.75 in I-tr : Dack Rib HlJight .. 2.00 in Stud H11ight 4.00 in S-tr : Top Rib Spi,cing = 12.00 in Beam Weight not added to applied lo~ds S-tr ; Bottom Rib Op~ning Width = 8.00 in Stud C.ipiicity -9.55 k S·tr : Eft. @ Bot. Ribs an, Parallel to Beam Allow Fb< = 23.78 ksi n 'Srr: EH. @ Top Slab on ONE SIDE of boam n : Strength ;:: 9.29 X-X Axis From Bot Usin_g partial composite action n : Deflections = 13.91 V-horiz @ 100 % APP.LIED LOADS ~o,aif Loads• : Loads Applied Before 754*> Curing ••.. Unitorm'Lo.id II 1 ,.. 0.10 kif Point Loed # 1 = 5.130 kips (jj) 8.20 tt from lett pi,int Lo.id# 2 ,_ 5.80 kips @ t 5.40 ft from raft ·uve loada" : Loada ,Applied After Concu1t• Has Cured ... Point Load I 1 = 20.40 kips@. 8.20 ft from lef~ -----MOMENTS & SHEARS Dead Load Alone ,.. 53.5 k-ft Point Load II 2 =-20.40 kips @ 1 6.40 ft from le~ SUMMARY Dead -!-Conat = S:3.5 k-ft StrHs Checka for Shored & Unehored Cases ... "" = = = ,: = --.. " = Dead -+-Live :::: 220.8, k,ft Liv• Load Only = 167 .3 k·ft Max. Left Shear = 27 .23 k @ Bottom of Boam -23370 p3i < = Un1Jlior90 DL Stri,ss = 7216,psi <:: Actual Shear S~ress = 4264 psi < .,. 24000 psi Callow of 0.66 Fy) 24000 psi (11llow of 0.68 Fy) 14400 psi (ailow of 0.4 FyJ Max. Right Shear = 27 .23 k Unshorod Streaa Check ••• EFFECTIVE FLAN~E WIDTH--:-(Mdl/Ss+MII/Str) "' 24925 psi < -32400 psi {allow of 0.90 Fy) Based on Span = 3.07 ,ft Mll/(Str:Top-•n) = 877 p$i <"" 1350 psi (allow of 0.4S Fy} Based on Beam Spacing = 4.00 ft Shored Concrete Stress Check ... ... Effactiv• Width = 3.07 ft (Mdl ;.MU)/(Str:Top•n) = 1157 psi < = i350 psi (allow of 0.45 Fvl Alt~mato Un&hored Stress Check ... (Mdl + MIil / Ss -29787 psi > 27360 psi (allow of 0.76 Fyl 800,0 in4 88.94 in3 88.94 mJ 1929.59 in4 248.46 in3 127.27 inJ 113.35 in3 17S8.20 in3 15.16 in 188.19 k BASIC SECTION PROPERTIES SHEAR CONNECTION DEFLECTIONS---- Beam Depth -= 17.99 in Vh@ 100%% Composito:-188.2 k FTange Width = 7.49, in min(,85.•t•c • Ac/Z or As ~Fy/2) Flange Thicknesa = 0.570 in V'h:Minimum Req'd = 188.Z le Web Thicknoss .. 0.355 in Total Studs Required- Section Area "' 14. 70 in2. Per 1 /'J. Sp.,n 8 Sec~ion Weight = 49.91 plf Actual Number of Studs ~ 8 76.4 k lxx -AISC Sec:tio(l = 800.0 in4 V U11ed For Design = ----'----REACTIONS ----- Dead+CCJn:$t Composite Max OL + LL -Left Right e.a3 6.83 I( 20.40 20.40 k = 27 .. 2 27.2 le V4 .. 4.0..3 (cl 1983-95 ENERCALC Connector Requirements .•. Uas 4 atuda from ,0 .00 -> 4. 10 ft Uae· 2 studs from 4.10 -> 8.20 ft Use 2 studs from 8 .20 -> 1 2.30 ft Use 2-atuds ·from 12.30 -~ 16.40 ft Use 2 $tuds from 16.40 -> 20.SO tt us,. 4 studs from 20.50 -> 24.60 tt I-transformed H:ffor,:tivf'. 1st+ [V'h/ Vh) • .5 • (ltr-1s)J For Shored Condition ••• Before 76%% Curing Construction Only After 75%% curing Total Uncurvd Oefl. Compoaita Deflection For Unshored Condition •.• Before 75%% Curing Construction Only · After 75%% Curing Total Uncured Def! C()mposite Deft = = = = = = = = == 1704.3 in4 1376.0 in4 0.149 in 0.000 in 0.467 in 0.149in 0.616 in 0.255 in 0.000 in 0.467 in 0.258 in 0,722 in (continued on next p;igq,.,.} R2H ENGINEERING, KW0602S1 ,!. ) 12/04/lg96 16:56 7027983797 ' R2H ENGINEERING COMPOSJTE STEEL BEAM DESIGN 89 ( .•... continued) 1mmurnmllWlllili.ttD.011 iioL-o., o !'.lmMI 01111111n11111 o 1iimwo111n f C::4.60 . ·~ t r-t ' I i:tlt Width -0 UIJ11t. !Sp•t:.tnq -1#• ('Jl)tt\ ,;tu4 Mt• 4{10,n. J)tometor -O 7f;ln V4.4A,$ (c) 1.983-95 ENl;RCALC R2H EHGIHEERIHG Title: . Scope: Job#: Designer: Misc· PAGE 15 Date: 1 z1031gs Page: )I F12H fNC.ll'lEERll'IG, KW060201 J. . J 12/04/1996 16:56 7027983797 R2H ENGINEERING _$ R2H Engineering, Inc. PROJECT--___ L_o,..J..T_46 ______ _:,_ __ _ BY . !', t,J. SUBJECT ___ .,:_M.:...;..E;;__;Z;;;.;;Z.:;,.._ ___________ _ G i ·· . .--Wi6k;·i, .... : · W0~:i:.;_=:· o~.µ" ,~ 1 =-~, 36 k/tt. : :p;_:o;~F··;7:1sk. c.e;; LO~> · .. ·. P~~t~:6~l-7~ ·. (e6 u~, . -. ;-pijJtt~-t2ffZ.5= s.:2s1<. · : .. :~4~ :S-3:0.i < :MR~·r&o'k., . .. . . ~ .. ...... .. . .. . . --~-l-·;·n:o.:·jc 4""-·. ("'-.. ·Q 4+ {)-t-1 ..... ::\ ... -~-iu V . )+ T ) . . .. :. : 'e~D;l...~--0.~I x·8 == /. 7K.. _ ... ··pi,;ij.:-. P1o+t-2.6.o-3~7 ~ 1i;'3 K (B, ,61. Loft!i) . . , . . . . ·'.· ,: . / C.-3 .. }~ .fOR ~.L t~£0tJ(.ilO}.r) ·: .· · ·: ·:r;~fs~c:-~-·r~?/K-... ,ee.~ ~ltO) .... :. .PsotL.i .1~tt." ,.:3-~ '20,iK ( 54 Lo.AP) :-.. Pi=·~6:1.t<..f.(6:i . LOA-~) .-···;:· ½lii)'« ... ~ ·o.~4~14 · : • I ~ • • ; • ' .. _:""·:~M·tc;'..7~;·6f~-<MRC· /20'k·. (L1,1.·=6') p. { . PAGE 16 . JOB NO. ~ 6oo6 DATE Dec.~-qr::,. SHEET f2.. OF -- ·... :. ___ ttf:=:: ·u.;:.b'.~ ,.: ASSu t--tc sH1c,t.€ sp~ or--i Po5.1 TE P.£1-M . SE:E: OUif u r . . ;--. = . -~ ••~ .. . ... •/ ; : ,_ ......... ··:·". : • : : !' i ·: .. . . -.. ··-: ··-··:-.. ~·r~·:-.... :-···j ~ : ...... ···.· ....... . · ......... · .. · ......... , • • .. •.. ·~ .;. .. =· . • : . ,./ ..... ; ·--: .. . ' : .. .i .. ~--~ .... : . • . . :. .. . ' . . ' ..... ,_ ... -' . . . . •• • • ~····. • e , , •. ··- , ' I l ............ ,..... . ... .• . ! ' . : . . · .... : ·. . . .. .. : .. ··\ :· •.•.••• t t· . .: .:· .. - J. ) 12/04/1~96 16:56 7027983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN 01 R~H ENGINEERI1'1G Title: Scope: Job#: Designer: Misc: Date: 12103/98 PAGE 17 16co6 BEAM/SLAB OAT A AISC Section: -DESIGN OAT A SECTION PROPERTIES-·- BeamSp.Jn = Beain Spaci.ng = Slab Thickness 0.ck Rib Height Rib Sp;icing =- Rib Opening Width = Ribs ar• Parallel to Beam Slab on ONE SIDE ot beam U5ing p;irti;il comp~ait& action w18x40 23.90 ft 8.00 ft. 5.00 in Z.00 in 12.00 in 6.00 in Fy = 35.00 ksi l~stnl f' C = 3000 'psi S-steel: Top Concrete Oensity = 110.00 pct S·stccl: Bottom Stud Diameter = 0.75 in I-tr ; Stud Height = 4.00 in S-tr; Top Bearn W"i?ht ii' ADDED to apphed lc)aJ::: S-tr , Bottom Stud Capacity 9.SS k S-tr: EH. @ Bot. Allow Fb ,,. 23,76 k.51 n•Str: Eft. @ Top n : Strength 9.29 X·X Axis From Bot n : Q;,ftttCtionn 13.91 V-horiz @ 100 % APPLIEO LOADS------------- woead loada'" : Loads Applied Before 75,% Curinga ••• Uniform Load N t = O. 10 kif Point Lolld # 1 = 5.55 kips(@ 6.20 ft frr,m left Point Load II :Z = 4.94 kips@ 14.40 ft from left f>olnt Load ,t·3 = 5.Z2 kips@ 23.40 ft from l;,ft "Live Loads" : Loads Appliod After Concrete Has Cured ... = ;;: = = = = = = P~int Load# 1 • 16.75 kips@ 6.20 ft from l~ft. Point Load If 3 = 15.58 kips @ 23.40 ft from l•ft · ·--· , ____ MOMl:NTS & SHEARS Point Load II 2 "' 10.36 kips @ 14.40 ft from !aft SUMMARY--------- Ce~ Load Alone = 53. 1 le-ft Dead + ·Const = 53.1 k-ft OB<1d + l.iv" = 158.4 k-ft Live Load Only = 105.3 k-ft Max. Left Shear = 24. 7i k M~x. Right Shear = 37 .04 k EFFECTIVE FLANGE WIDTH -.- 6.Med on S11,m = 2.99 ft 6Ete9d on Beam Spacing = 4.00 ft ••. Effective Width ... 2.99 ft Struss Checka for ShorAd & Vnshored CasQ& ••• @Bottom of Beam = 21767 p11i < = Unshored DL StreRs = ~317 psi < = Actual Shear Stress = 8589 psi < = Un,shorcd Streas Check ••. 24000 csi (allow of 0.66 Fy} 24000 psi {allow of 0.86 Fy) 14400 psi /allow of 0.4 l=y) (Mdl/Sa+f\1111/Str) = 23786),::i < = 32400 pai (allow of 0.90 Fy} Mllt(Str:Top•n) = 616 psi <"' 1.)SO p9i (allow of 0.45 Fy) Shored Concrete ~tri,ss Check... , !Mdl+Mll)/(~tr:Top•n) .-927 psi < = 1350 psi {allow of 0.45 Fy} Alter mate Urishored Stress Ch11ck .•. (M<ll 't' Mil) I Sa = 27790 psi ::, 27350 psi (-,llow t>f 0.16 Fy) 61 Z.O in4 68.38 in.3 68.38 in.3 1599.37 in4 220.67 in3 102.1 S in3 87.30 in3 14Z8.88 in3 15.65 in 182.84 k BASIC SECTION PROPERTIES SHEAR CONNECTION OEJ:LECTlONS ----- Beam Oepth ' = , 17 .90 in Flange Width = 6.01 in. Flange-Thielen••• = 0;525 in Web Thickness .. 0.315 in Section Ar.a = 11 .80 in2 Section Weight x 40.06 pit lxx -AISC Section 612.0 in4 ---------REACTIONS ----- Oead+Conat Compoaito Max OL + LL left Right = 7.86 11.20 k = H5.8S 25.84 k = 24.7 37.0 k V4.4A.3 (cl· 1983·05 ENERCALC Vh@ 100%% Compo11iu,-182.8 k min(.85"f'c"Acl2 or A'!l~Fy/'2.) V'h:Minimum Req'd = 182.8 k Total Studs Required P•r 1 /2 Span = Actual Number of Studs = V Used For Design "' Connector Requirements .•• 6 e 67.3 k Use 3 :.tud:s from 0.00 -> 4:7s ft Use 2 studs from 4.78 ·> 9.56 ft Use 1 studs from 9.58 -> 14.34 ft Un 1 :studs from 14.34 -> 17 .53 ft Uae 2 studs from 17.53 ·> 20.71 ft Uae 3 studs from 20.71 -> 23.90 ft l·trensformed I-Effective 1st+ IV'h/ Vh> •• 5 •(ltr-lail For Shored Condition .•• Before 75%% Curing Construction Only After 75%% curing Total Vncured Oefl. Composite Oc,flection For Unshored Condition •.• B"fore 75%% Curing Construction Only After 75%% Curing Total Uncured Deft Compo11ite Oefl = 1416,3 in4 1062.2 in4 0,175 in 0.000 in 0.381 in 0.175 fn 0.536 in 0.305 in 0.000 in 0.361 in 0.305 in 0.665 in R2H ENGINEERING, KW0602Sl . ·/ ·=-· ., ' 12/04/1996 16:56 70279837'37 R2H ENGINEERING PAGE 18 R2H Engineering, Inc. PROJECT ... _____ _ loT46 BY _ ___;:5;.... __ r..v_. --SUBJECT _____ M--'--c_z_z._ sa~ ~,t . LOAD J 4~.ok :-. _ C-SEE , 'PE-SI£~ ~ A-o) C-·'i--~---;.:i~ ·,q.,q-)(:~1~7/2.t496x:51.J/3 = 140, . ... . : ~' . . '• . -q,q-+ 4,q' . .. . . . w~ q1~x.Z'f/zt-¥t6x(.zqH1-1>/3)= 3_.21 .. _ . ..r ~' . -~, ~ .+ ~46 '2 _ GCCf:NTRICli1': A~=-5 t-] .<~A~ hb' ' . ~~ =-60 '( ~ .% ~ 3, 0 ' . (<f <i~oi.ty. 't~t~R-- --,--":/rSSUrtE--ALL CoLV ht'-1$ ltl/ ZANE ' ... ; '"'.~~-ciio.r-r; -~AME HI. ., ... : : O?.iVMN ., :_ ·-; :.Ct _:,:, Ci' -._;_ .-: :c; C4 ;c. (.f-t} 1-~ ,.s . t-S /:1~~ .. ·,, ; :!.C'1. u.c _;_·: '.:)'~6 2.8.0 -. ,-~ ·:--,-:·_c; _-, · · · q,o : ~ • i ~ (ft} 105 .34J 4-4-~ . 4,3.0 -25.0 o.s o.~ '.--~~-=· . ,, r.s, 3 t f/.C..;, J8.o 12 rq.o ~ 11. 6 t . ' 7 . . . . ! .. ~~---~R-=-10,,;·1-3Af-.,\+41.31-4-?,o, t 2c;,O-f-d,Sil = 2 ,.?} . . ' 7 . JOB NO. . .. :i~~,Q ___ _ DATE __ p_~f ' ... ?.:J~ __ ,. ... _ ___ ,. _______ _ SHEET_ ___ J~ ... OF __ , + -~ R,C: , C.G. Cl Ct; - C1 \--_ _._,_ _____ ~~-x l !ll' ···---1'------l 1 Tf(°i\_-. -ts 12 ~ ,2;,: 1/2 fOR Au.. CoU.)f.11.,N $ , ··,.:·.a:~<;:oLV~lll AU.LIN DstL l.Dr\.C, ~oSI< (\c)~ '2,o}(,2.2=244') · . -'2o,1>it46$= 9!>K . .-... · .. : . .: -, All CllLllMN P1'-tL <'B'k , Ot~trjoGoNA-!.. Hft.q-.$ f\0f RE:&'O ). - _,. 121/04/1996 17:12 70279837'37 R2H ENGINEERING PAGE 02 R2H Engineering, Inc. c'.?6006 JOB NO.--· .... ----- Lot 46 PROJECT-----····-··-·-.. -... ---··-· .. DATE .. 'Il~. -1.' q6 -------··-- BY_. _.S __ , _kJ_. ___ SUBJ~CT _______________ .... ~~-~~ . SHEET ( 5 OF .. ··--·-· .. ·-· ·. -·; .. • • ,_ • -!-!-.. e.. ··:-~·.zs·-:·s~ · '"R. , . -'-·,<-~.SMI C.. :. ·--~-4Cc~O~NTAL. · Tof<.SloN : (/+.o' ~ Jl,o'-r 1.,, )lC ·4-8.01<= ,q2,6'}( . ; . ; ··-· :---··-···-·· . . . · .-· ·_-;__-~-. tI:.r : · s ·. &l\ ___ £:;.hl.,.L.$1. }1~(. ! .. :r:·~~:'.:1~~t~~--'f~, ·1:o"RS10,; s::: ( '2-~-~'...2!_-2; 3.0 1) t 4-8.o><.r: t48~8'K fo"R -~ COt.t)~tJ ~ . ..· : .. !. -~ -i-.. : ... ~--~-{· .. · .. ·: ....... . \ ••• ·--: ... !. ..... :----~-----;· -~. ;· -·-<-... ,.. · . . tc-f.~~-:@:v.:~~t-R.=.. I ONIT , x'= ;c-:er? , f ~ ~ -~r< . ' . . : . : ~ : . ·--~tr: :~-~ii::: .. ·.-_:_:_ ~-'. R x' 1. R lj,' ! r<° (-'')1-R ( W) Vr N-'> Vr ~-w C-F<l'l'l C.itt. CA>f • ':'.,:f:f/H--.. ·· .. ' · IOJ 10,1 IO. I · O. l 16.4 · . t6A- z.6 12,S 11.0 26.0 . I q,1 . ./,1" 22.l} 2.1.i 102 , a2 l02 0 '269 2b~ 7 8Sl • . ' •.• ;.. .... t ... ,f,,,••,! .. ,, •• , .:. .••• ·. :· · .:.){oieh.iw..; ; __ ~i1.sM1c uA-ei 17:: 4e,011 = 6,q tc .. : . . . :··;_:_··i::t:+ .. ' :·:·. t. ': . :.... ~;(1 - · .. .-: · :··:·J ·--\····;·· ~Y.T1c7i~~ r f<tl/f + ~ R cti~ )(' · 1q2•0 .. . ---·,·-·:-·· ........ ,.. . . ..... . ;· L:i·::. :·:.:.Lt\v~ .. i. .::.:'.· .. : /)ff ·. "°' .• ..: --~--i, -i--;. .. 1~ ~ .,. : .. _ . , '-'I l.4"',v ·...... · .· .. ;.~.: .... : ... : _; .. : : l.Roc'l~+ 2 R<t l .. ·. . \ .. ; .. L.j .... ,: .! ... 1 •• .;., •••• :-. • .. : --;···-~·--i·---:. ·;. ·~ .. : .. . . . /64 1-Z f 616 ~<58 ~ 5'20 s20 23q-2 .. ().6 · 0,6 VE.~w-== 7,S w/ Vrt-s.: C.4 -0.6 0\$ V f.--w ::q. t w I 1/rrs = o.4 -o,6 1.2 v'e:-l,,IJ.= a 1 iv/Vrr::.,,.o.4 .... 0 o,q 'I/E-¥J.=•1,b N/-V11~s,:,. o 1.0 (?, l VN~S:s:7,~ w /v'e,: .. J: ~. l 1,0 -I, o . VN~s·~i;.q w/ W"'l1: 1-3 - -o_ti -f,0 Vf:w~,;q WjVH~~=-0.2 0 0 : -; · ; ~--,:" ... \.:; -~f:GRY ·o~spV\~MEr-~T. TS t2tt2t l/2, C5: .d.~-:::. 0,61'' , .6.x_-: 0,0~1' .. '..--· .. · __ '. __ .. ::·:.~·r:·:;.:_:.· .. :· .. :. ·: .... -. b11!A"t .. (a. ~I i-+--0-0!i ... f'-: 0,6-1 '' = t, QO+Z h. ---~ ···: :~.::~.-~· '. ·.: _;, .. ·_·· . -·. . .... : ..... -·. --·1···-~·-:·-;h .. : .. ,.:·-:· .. ,: . C6' A~ C 0, Gd' , '1.t= 0,10" .... . . . : -:----:.-J.J~Yt·;:-:c_·;. . -· '. ··; .. ' (,-;····;-._~:i\C"i .. orJ; 01-S-PLA-ce-MeNy: . . -:-.. · .. :. . . . . . . .6.rurAL=-(a .601 +o.to' )'11 -= obi" =-0.004 2 h .. f<= _JS~ =· ~~2.Q JC 10'-x-4e~ : l3.SIC/~ ll (l2-2.l1·2.l; T~.o~32 ·TN:~ o.~2.~J-, .... 3~-q-tc.-i-, -= o.;~ S:c., < o.7 -s~. . : "'1<: ,~.":, .. ~~~:=-~#JS h > 0.0'0 'fZ h., "k ... .... ~ 12:--04/19'36 16: 56 70:279837'37 R2H ENGit'-IEERil'IG PAGE 1'3 · R2H Engineering, Inc. JOB NO. -~-6-~_o& __ _ PROJECT ____ .......__--,-._---=-------DATE. BY_.--S_. ____ W_· · ____ sueJEcr ______ M_E....,.z._z_-'-______ _ SHEET f" OF -- .... • """**•"• : Cc·-·;··· n· -> .. , .li ........... , . r:O-tL .. (.k . '.CL~::.~ .... :58.S _. 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' . . . : .... : .. :._fQR.·.w,~·o. toA-b~ l!fRJRE-.CA(S~O.N ·. .·:~p 6JNC. f!Nl _$Ii~ . ·")A :e 12~:[ r: t')( 1,1.:: /Ol+'~ . .. ~fN~t~ o.F A.s: roc4x12ti/i4.s~42ol.~ I .. - i i . ; I • -fl'' • • I .. }:jH&A~ or A~B-l 12:i It I;/ 4-;: 4-0~ . j ---,f.-2,•l ,. ....... . . ,jt/¢1 Ah1, -~ 1 ,, . .-·, .. ····:. -~Mc Pt.ATe awitJ~· .. ~4.11--Ar2t~·~4 > !~r-1 \. -~ . . ·: ... . --~ 0345 kt! -frf . \....3'~·~:p 8 ,. ·~ W 11 ~" 8 (J. S<Prc-· := O;"'>.t.a~7!.i" J--1~1<S1.>o.Hn6 . CS) _ 11 ·,~r · . . . · , : , · · -~-~ HCLE: '' M$.E-PLl'Tt fl~t~DIN~: ., .'. : ,0 ' ' • ' ' . :. '.. M=· o.3>,(_i.k't~5~er~oq"~,. t,~'lr~ Ji~~.6_=-&.5''. • ,. ~A)e~ 1~·x11·~,i· · , .. . . . . ·: ; ;· . 1,.,;4--j;~·"<?f\.B. '-1i··'04/1 '396 16: 56 7027'3837'37 R:!H Et--lGit--lEERit--lG PAGE 20 .. Rill Engineering, Inc .. · JOB N0._0_6_o_o6~_ · PROJECT ____ . .,.._ ____ -______ _ DATE--·-~·---- BY--~-' _w_, ------SUBJECT ____ ,.,_1 E_:_· z_ ... _________ _ SHEET I l OF -- .. F OO'NO.A.ll ON .. t>f Sl <Ei N 1 Po,-L ... Pe ,; 1 ; ~ ~--.• tAl ,.S ~ ON . At.u ~ : D t L. loAD : h,-=(~C: . . ··:· ~o-r· A'°·,~ r-Ol!io m . .. . ··-· ,··· ,.. . ,.. I· .. ~~ ~ l N...., ... ., I" ... f · ·· ... ·· ... -~ ... :·-;···~ · .: •..• ;.S:t(t>J F-,-arc Tt -~ . ,,,., · •••. , •••••• "! . . ' • () • L~O P~f ' . -! . : . . ... : ' . . . '··1)1;i .. · ol-i~_.4.i~.~~-: :h= (Z~S' _, b=-<f>::.3,S1 ··· ·· 3-3 ~ 1150 '<Cf= t.:.'f~ kSf '°'": :4~2.S k . p X I 'Z-S = 3,,°1 e. X r;;p '". . ·: ; __ :.~ . ..t~lS:_x 35 .1 ;r ( • i ' o.;..ic.u-MN I ·PE. ' -' t : ~ Fil~ Pe 1 I . PotL cf f.v~ ?oH . CliECK.' var: CAPN!T'j' ·: .· ."·;·c,. 1 •. 9 -· i .. ci ·. ·~:. ·-. t1.·s . . . · · ·: , c; · ·-.. ·· · ... :· ·a .5 . ·. : . : ._.·.·. (4-' ·:"_ -... : 7 1/ ' • . ~ : • • I. • • • •• , ." • : . .. ..... :· .. ·cs·· .......... ·"8 6 . ~. · .: .. ·--~Lei_··: :. .. . Q~7.. : ·. __ · : ·_: __ :~i :--.:.--, .... : ~-1 10.'l q_~· S8 .. 5 . Z<l.4. l'1. l 63,0 84.1 4S,6 i.4.8 .... ·_· .. :·T::··; .. _: .·. ·:· . . . .. use·'_;:_:·: /"¢':.'3~5t F~1i! VE-RT, LOAo . J30.r )~EAl<LN cj =-~. 5 4 / 4 t rr,: 48,.I t<: . : :S~1N.·-~:P.R1 <=T.Col\)= 0:21 3.S.rt= ·i,?.J< /.ft . : . . . :· . ~-·; ···i . ' ... ···; ·.. .. . CA°jj:~ol-f:--. Rfti'ff-o R ~IN q : 101 48J + 2.2x 10= 70,IK" 10' 7~1 K lit A6,! t 2 .2. {II.;. 72.,~K (l' 72-.~ ~. ,1· 48.11-2.u,7= 5;.~~ · 1i1 ~-11--z:2.-1.12= ?.4-SK 101 70.1 K . ::· :. '; ./,,:;..,.-~ .:o::r,r~' A.~~-o.'oo s ,( ( 3,S 1/4 _x' 1'2t J ,d! e 6. 9 i,.,, 'l 7. '1 .&R :· q·;a •. f~ ·@:(1 cS'' T l~S ·. 4PK=:Q:8o¢·(o.esF~A-r:+ (~As)::: o.So!0,75 (o.as~ ~f /i8S+6o·n)-:: 2~71.f( :.:~·-·.·pv. ~ e+.1-tt-6 =-r~s.1<. ok " 12'/04/1'3'36 16: 56 7027'383797 R~H ENGmEERING PAGE 21 JOBN0.~-'-6~_6 __ .di R2H Engineering, Inc. PROJECT ______ ----,. ______ _ DATE _____ _ SY __ ~_._~_J.-,--.:-.,....,..... SUBJECT __ C_.E_I_L _IN_<:i ________ _ SHEET 16 OF . . . ··c£Jt't11JE"" D L • ' ,--. . ::t. • . 45k ~-YP &~A-RD L, Li LT. -~Aae $!ff:-L. TDISTS MISC. LT, · 6,'.'i-,_ SEAM c l-lN~Q)) .. v\J p~ ~~/ 8 + 2o ) ~ B 1 ;-2'14 i, / ft _M _:. t-· ~ ii4-X to 1. .. Z Soo ·;1, 8~j)Tt-Z Ma=.514,b'ih ,-i&ovt·b, OK w~ co~ N ~ 4 -4t= 8 SC.f(fL'\)$ : : . .~ : ...... , .... I · · 6iAqb lef> ,4N~LE -·. A,LWN Sfi.E-A-R= :S-4-!X4:: /~64.U) ,-·,z24x,z,4':.5:"38~; ok .i . ' : TOT.AL 8,o frF ')o PSF L::.16' -' + -- 1210411996 16:56 1e219s3191 R2H ENGINEERING PAGE '1'1 JOB NO,_q_6_a_o6 __ _ $ R2H Engineering, Inc .. PROJECT ________________ _ DATE _____ _ BY s.~' SUBJECT_c_-.E_I_L....:..l~_.)Q__,__ _________ _ z4r. Sf>AN rzco .e-J14- . . · 1,~ i (s-t-·io );< Zl5'-,ol~/.ft:- ~ ~ 't.t..1o·xz4.2 ; 504l> '4 . .... .. , .. "T()P. FL~EJ6E-. -LA:TEPA-L 'SOPPORT @> 4t.J · · Ml'\.? ··ii~, x 0.7= 57o~'26, ok · . t.::l. :-'3 ;( 70/1-2 Y' 0402 ;+ _ 11 _ } ,., JJ · . f~+~ 21. X'.W~ x 22,o -a:az -1;s'" <= , 240, ok' i.a' · $.PAN·. ·[01,0 e-:r 16 . ·.kl~ ce t 2.c )12 ... 5 · == 1~ -2½ r,4 · : t1d:.· : ... ~~·rs~ib: . Tcf '"h(\-IJC:i'E LATE'Pnl $UPPOR'f G'S,o' : .· ... M~ >. 45:1.:1..x~]::.. 3J1 o-\l-h / ClK:. · · _.4'=': 5 ~7()/iu ria~iz)'t-::.o~so":::: ~/4'~Z,ok. :. ·· 3'84 t·_.2'~~·!t)6 ,~ II,~ · ··-t-- G~fl.tb I~ I ;_ ~Pl\-~ .. Sy"J E-Jl b . H.~ 70.P),[ft :· M.=i ... i24o ~~~ I •• ; : • . T~P.:.~f·i~t,retE LATE-PAL ~OPP!?PT @ 5.o' . . Mat'> :~6CfS '( 0.7-= 251Tl'£,.i.. Ok ··;:;..~ '$'l ?0A1x (l6'ltl)4-&:; "-·?4'' = ,~hs 4 ,ok 3a4t iqx1,~:< 6.C;ea . . . ; . . lo':. -SPlif-1 .· 6~ e·'Jl6 SHEET '2A-' vV •"'-.> 161 ,~ .. \\) ::.7TJ 9-~ tff: VJ~ 87~· ~ f . \C' 1 n r . n.A1d <-r~ 11w~r?A.t ::vpr,()rr (i) 4.s ! M 6\.> tz_;t, 3 '( 1-7: l 7S:f~ ~ ik_ :'1: ~-,:71//2°'K ('.O;il-2)4 .:: C,/f/':: J/Hl Ok . 3' 8 +· r l q -< 1 l> I) ~'( 3 3 I · ·: ' ~SO,tb .. f J . 12/04/1996 16:56 .70279:33797 - Ct;lLINGt See Note 1. · eelow For· Yield Strengths Arec Un,) ······----· R., y,· ·'~· ;· :-. o ~:,,~ :::1 ") ~ :~) rn !j We!gn: i (!~/f~} i ~·---...;....,----------~---. ~·· ......... --··-··. ·-.. ~OCE..i i/3 ~OOE:j'6 400EJ:4 400(JI2 0 . .389 : . .5: 0.499 ·t.70 0.623 2. i 2 i C.858 2.9~ .. --.-,..; I 1 JR-1 ".596 2.,JC 500EJ18 I 0.479 500EJ: 6 :J.6: Z 6C0(..:14 ' 0.766 SOOEJ12 I i.051 8COEJ ! 8 0.569 acoE .. 1 s o. ns 800EJH. 0.909 B00F.J:2 1,265 000F.J15 OOOE.!14. OCDEJ12 0.8.38 1.05) 1.468 Lo.! j HOO 2.08 ' 13~2 2.5i :. : 1: .3_5; j :.SS6 :.9-' ! s.1.:0 2.47 • · 5.559 .3.C9 3.166 4 .30 \ •. 1·"'· . . I I,. v~ 2".85 I 1 • .2so 3.58 1-:-0.35 "00 :,or-A .J. i '-· i,,: i 517. 1 507. ~.28E • ecr,,,. 0. ·'"'···' .. ov-~·1· · .576, C . .!55 -~-::12 : :, .~s~ 'J.757 I c.:,51 J 7.S~1 C. ~, 59 0. 725 : .::ss 2.JJC. oJ.Z4J :J.7' J .! 0.777 2 . .326 j O.J27 0.7.3'1 '.OOJ 2.Ji8: o . .:.y:? Q.724. U22 i 288: 'J.522 0.701 j 1.:352 .3.C05 i 0.264 o.sa r : 1. 12a 3.007 ! 0 . .35;3 C.700 : .48: 2.998. J.4.37 0.593; 1.9?7 .-,,(!-· /\'"F.· "A"Tf\ j '77 ... i. ~Q..} j ...,_:, ... t\ 1.-.0, ,.. t.. C' 3,664'. 0 J,6: 0.670. 1.812 J.654 o.,s2 o.s6J - 1 vs.; 3.6 15 l 0.$C I 0.540 1 3.8.36 4 104 I, C 19? . l 200EJ 15• [: 0.952 3.2-t l I 7.63 i --. 1200EJ:4 U94 4.06 j 22.006 . ! 200EJ ! 2 1 .671 5.69 I JO. ms .w : • ..,., '"' 4.29.3 ' 0. 481 4.250 i 0.526 0.6.:2 . 2.1S2 J.5.35 ,· .3.268 o.s·?. s.o3J I 1.20.3 600MJ:8 0.524 1.78 J.000 2 . .392, C.42 1 0.896} ().8.34- 1300MJi6 0.569 2.28; J.811 2 . .387' 6.55l 0.916 i 1.067 600MJ1-' 0.837 2;as' 4-.742 2.:580.i 0.691 0.9091 1.3.:3 6001.AJl2 !.16.3 .3.951 $.440 2.35J 0.9:1 o.aas 2.:)52 I 8C0MJ18 0:614 2.091 S.854 .3.087'. 0.458 C.864' 1. ,77 800MJ16 0.782 2.66 7.452 .:S.087: 0.5 1 .3 J.8851 1.525 8COMJ14 0.980 J.33; 9.287 3.C79j 0:755 Q.878 2.00.3 800MJ12 i . .366 4.65 ; 12.590 .3.048! 0,996 0.85-~ ! .1040 12:555 '• o,a5J.j 1 eeo 1000MJ16 0.895 J.05 3.760. 0.651 ;0CDMJl4 1.122 J.si . 15:79_2 J.7511 0.8C2 0.8461 ,..661 . i000MJ12 1.570 5.J4 ; 21.673 .3.716. l.059 0.822 I 4.165 · 1200Wl6• 1.008 3.43 j 19.650 4,415 i 0.68: 0.822 ; 2.2.39 , ; 200f.!JI.; 1.265 4.30 , 24.542 4.405 0.8.!~ 0.3iSI 3 .. ~37 1200MJi2 1.77J 6.03 .33.795 4 . .365• 1.108 0.79, ! S.426 ~CTE:S: I. Effective properties based on F; =SOlc-;i for : ?. l 4 ond ! 6 gouge section.s, •y =33<si tor 13 gat-ge sections. 14 enc : ~ gc;;9e sedions rr.cy ':le prccuced wilh F'y =J31(si. For .3.3ksi 14 a"i;: 15 1,01-;;e scc!ion:.. multiply o:lowollle 'Tlomer.t by 0.56. · (Gootee, ma:iuf.:icturer far ovcilobility) 2. Effective prop'!r\ies enc ollowob.9 .l.lomgr,t ~ncc,R;>rote the strength incn:o~• from co!d-wor:.. of formi;·,9 where cpplicoble. (AIS1 A5.2.2) J for deflection colr:::.1lotio!ls. i,se :ne e!'.ec:ive ;-noment of invrtio. 4. • Web height tc !h:c:Cness exceed:; 200. 'Neb stiffeMr r2qu;red ct ,up port po,nts. (AISI 01. 2} 5 Ta buloteo oreos ore bO"sed en the ful: un-recvced · cross section of the joist merr,ber. 6. for weok-ox:s or:entotions, techniccl crssistcn:::'l! ;s req'd. Confect the mcnu!octurer for this csslstcnce. R2H ENGINEERit--lG PAGE 23 q6er;6 ' ---·· •-.._J'·---···--------··---·-· l 239 · .596 2. ~.}O 2.500 JS2 ,1 .• ·s 5 555 s. j.~o 5~559 8.i65 . '.10.i ; :.256 ll~:035 19.182 i7.6.3'. noes .30,:95 2.8S3 3.758 4.742 .6.~":J .5. 7Z8 7 .• 36.} 9.287 17.690 12.6.34 15. 792 21.67.J :9.65:; 24 . .5~2 .33.795 C,. \inj 1 {'t-.:;) {!~·Jr'! ----·-··········-----···-. --·---·-· ·i •• , • ••IV' i ,·4i ! o.~s~ ~--,.·~: -:.o· 7 :~.11c5 c.s-:3 /.C8S 2.0~.! i ~.;JCO : 1',45 2123 307· 7 •-;7 1279 i: ~3 ! 2~0J 3.~ .. ; .3649 3.000 SJ42 J.S.3.3 ·.JSF. ,.957 '.C67 -·_597 2.4:;·; O.':;].} ~.Z9i -i.683 2 . .:4c: 0.5:?5 i.596 -1.577 2.,i:,: o.:~7 0 . .325 U:,4 -U90 2.805 o. 755 o.554 2.~s8 -: .46C ra.:.2 o. ;35 !.298 J.00: -i.4ii6 2.S:-5 0. 7.38 .3.658 3.30:Z -1.4JJ 2.79C 0.736 .:..zcs ! 1857 0.386 J.JJE -:.22-: JJ:s o.364 4.158 3695 C.774 4.507 -1.287 .3..345 0.652 4.055· 544 l . 1.5'10 5.639 -i.274 J . .330 0.854. 4.Joo "l__:~~0_7_· _4_.J_6_o_7_.4_9_4_-:_.2_s_a_J_.2_a_e_a_.a_s_4 -1 5.4fio , 4522 5.0J5 6869 5.0CO ; 11065 I 6.822 I 5359 5 J;J5 8155 5.0CO 14515 2.152 '. 2.042 i D.595 7,589 -l. 154 3.399 ::l. 9 ! 2 1.78' 9.30: -1.1.11 .3.885 0.91,4 s.os, 12.419 -\.12" 3.839 o.~14 i.:) 15 : 1,455 -1.0¢7 2.0?.3 14.051 -:.0.35 5.762 18.,924 -:.017 1;77 J . .308 4.475 H62 4,4iJ 0,9,5 0.946 0,947 J.2'.2 I \i74-i 0.355 ?..977, -:.512 .:l.207 1 7.662 I 0.7:4 4.142 -1.891 3.,94; 33S0 , 1.4,9 5.0713 -l.876 3.057 l 5770 i · 4.009 6.771 · -1.864 3. i]2 0.655 .3. 180 0.84. 7 J. ·153 0.645 3.1.}0 0.645 ,U49; 4.3i9: 4 2~~' .• 1.~ i 4.068 ! :9.38 I 3805: ·4997 . 8547 ' 5.6.3! ' 4689 5 . .325 ; E640 5.076 j 11708 I 6.990 . 5585 6.557 ! 7826 s.oa2 I 15254 ' 0.415 5.66 i 0.835 7.763 1.650 9.538 4.710 12.791 -i.615 -l.687 -1.672 -l.5~7 J.590 3.628 3.512 3.573 O.i97 o. 784 0.786 O.i85 0.956 12.796 -1.527 4.i47 0.86.l. 1.902 15.744 -1.513 4 :32 0.566 5.4:?. 21.20! -1.496 4.089 0.856 1.077 19.J42 -1.J96 4.702 0.912 2.:44 23.819 -l..38.3 4.61!8 0.913 6.113 J2;!7.3 _·1.355 4,542 0.914 IC5o 20 t -!4- ,._ 12/04/1996 16:56 7027983797 R2H ENGINEERING PAGE 24 $ R2H Engineering, Inc. PROJECT __ ._. ______________ OATE _____ _ JOB NO. 96e,o6 BY S ~ W • . SUBJECT_· _· _C_f_t_L_lt-J_e_; __ ..,..__ ______ SHEET 2./ OF __ .. 3'$~1C 21>-"' to' @l~.t MI~ .. ... j~. . ,-........... ~ .. ,q •. I II ~ ·: ·-· . . . . ,. ' :' .. ·;-·· --. .... . . . . ~ . -. . . · .. ~A-~.:· s,H.t,fl~. C~DA(I-T'( ·'!(1.'' q'{p. ~oMD, UNT>l,.0C1<c-P, .ftf,. sceE~l-@'bll . . ' . . .... ; ... : . : .. ·; : ·; : ~Uo11/ (CO lbltt : • • • --~ .. •• •••••• I .... , ... ·:· . .-.:::.:--~::.·~--.... :··· ·cet~tt\19 .::€-lSMIC LOAD.- •' .: ... · ... ·-··· .. . ... .... v= ZtC o/R~\J .=-t,,.A~ I'/. '2,7SX (8X'~) /e,.-= z.q £0/f,c <..t~£h/{t • • ! ••• : • ........ •. .•• ••• . • • • : · .. , ·... .. .. · ·.·; . . -~or,·· !Rf\ t-1< .Mi\-)L..il\)q~ f-11.Lft X'"'C.R.'11 ·P8:@_IG' .. : .. ;· ; >·>·t .. ! ... · ... :. ·'. , .. : .... ·. A~""'· '5ftE-l\1?= _2001,:n.:. t'3o 1-¼>/4 s;,-zq·~/h, ok '.", .. : . \ .... : .,..· · .... •. . . . . .. . . . .. ·_.. . , :-.. , .... ,.. . _ , :!.cr50 .Re-polZT No, 2.188 , .. ; ... , · :--i",ff:;..;:· .. ·:c.c,~.,.-· ·: · ·use · sru·o-·.sr· "i=-ff NE-R .. .. ... ... T !V'.:l~-. . • . . I . . ' . : . . . . ' . • i·_ ... ,·_·: .. :.:·.·: .. ·:L.: .. :)·.·:·· ' ... -· ... :· .. ·~ . , ' . .. ~ : ··· ....•. ·-·. . . . . . . . ' ·, : .. ~ ! . ; -: . · .. . . . ) . . . • ,,..• •• :: r -: • • • • •• i. •• .. , .;:-! . . -... ·. -..... ,. : .. . . . . . ·.; ' ;. . . : . :. . ~ . .· . . . . . ..: -~ : . . , -~;~.-.1. ~-.. ; · .·i··f··!:.·++·-'.'.·:--(T .. :·[-:: :· ·: · : : ·· · •' •. I ' .. ' -: ... : :· ~-.r~~~ ·: :·_;_ : ___ ~ ;_ .;, _! •• •• • -. . 'tr·> GA~ _p4sr .'.(~N~ffi L 1:·. _6A·, ·B,eAM) .: .. _ :·. :: ..:P~~I~~-~~o.-~ ~2 ,24k: .-... !.... :. . ·.-: :. ob.:ti .. ~1..-f i·srvo1 ~ xt ,~ I i1,i.1Hv P.> 5,,1c __ .'. :_·_:··<·:_t1_:r·-1.·.:.: .!-:;:; -· · : : .101 . . . . . . .. . . . . .. ,•. . ·. . . ' . ' . •' . ' ..... . ,:• .. •. '• .. ····· .. , . . . : . ., .. ... . . : . : . . . : : ... : .. · . . . i . . . ;· ~ . : : . . . . : . 12/04/1996 16:56 70279837'37 R2H ENGINEERING PAGE 25 , . ~ R:# Engineering, Inc. JOB NO ~600 6 · · PROJECT--,-,-__ ....;;L;:.::o~f---_. --'--l,1/6""--· _________ DATE 12/s/?6 sy tJuJ,S · susJEcT Revised Pu,-te,/s --line, KtL sHEET 2~' oF __ 1 -l --J,,,___ __ _ . G,.S', . 7/ ,:, f t.., L: o g' . 1c/ 2.f 't f 1 t I . . 6 I. . _'l.«t . 0 ,_: -DD . . ,r 3/-9 1 . Ri~id.ifv of pc,.,,_e./ ~/cl. = z·//s1, 1 = # '70ft ->-liJ... : := . : ___ z /:11,7 ·:: '· ZS/ . . . . . . . ! . : H/J. = 3/-3 ::: '2.i"6 7 : · ... : .-o/~--=--1/8.::: {,O . . .. · H/~ -= 3/,z,ci ::; t, 7.!E :::: · 6686 f:. =-}, !/'tb : ___ ...,, ____________________________ _ Pca1e_/ · 9 -U. ne-h.ec Y\; ed. '' "I<= J,£S. frovvi ot1~1v--d 4./cs f 92 , P t:,_;ta ·· · , 1 · u.cr,. c. h c._ Vlr c-i . I<.=-J,1.7 12/04/1996 17:12 J . 7027983797 · · R2H ENGINEERING PAGE 03 $ · R2H Engineering~ Inc. · JOB NO. ?6~(){, PROJECT Lot. '-I 6. . . . . DATE 12/s/ 'ib sv fJUJS sueJEcl Re..v1.:se.J. Pacrte.ls -ln1e.. KtL sHEET 1.0 oF __ . Pi.nil· L.1..~_::. _:_·. . . . , ! ..• · •. : •.• • ..• : .. . . 1..1·. :z . . j, ~ ·-·~-. ~ : . .. . . _.,._......,..._ ........ _. . ,, t Ac.= ,67 l.\c.. = . 171/ A·F ;:: 1-·£'2.1 A ;:. == • .S£ 8 : .. ·:· ; ; ·.-: t· f .... : : . Pc+i~l: '.;1~ -UV1.C-~C<_;L~~J - · · · · , :·· · ···;···r .r ·: ··· ··: · _.. I<-= .z ~ 0 :z .... ·.·: ... ; .: .·. :-·: ... : · .i-... : :>!::_(f· \.-.. : .. : . . : . -··· .. . . ~ . ~-·. ; . : ·:·· . ' . . . . . . ., : . ·:·· 121p411996 17:12 7027983797 R2H E~IGil'lEERING PAGE 04 --.... --..... ----------:--- _:i2H Engineering, Inc. JOB NO .• C.1/o.-C.to.~: P!=tOJECT .J...OT 4/ti__________ ____ OATE !-f.:1.5_:1~---· .. . S1J8JECT . fANf1<$ -~ttit{.(S,.::..e~r~a5 ~'.;;.11!lllli1'( SHE:ET "'°"" 6b OF ........ . /( ;; 0.1 0.2 O.J 0.4 o.s 0.6 0.7 O.i 0.9 1.0 I.I L.t l.J. 1.4 LS L6 1.7 I.! l.9 2.0 !.I u 2.3 l.4 2.$ 2.fi 2.7 i.a .. i.? J.O ;y-- . ···t·-.. .. __ ;_ . ·:·:i .. , ...•. , ' . ' .,,, ! I ., ' O.COi u.oo~ Q.v?.7 Q.06-4 O. l;!.S a.::16 O.)~J o.si z 0.729 1.000 1.J:ll l.7U :!.197 2.744 un 4.096 4.911. $.332 6.!59 !.000 9.261 10.~ 12.167 l).il-4 lS.~25 17.7~ J9.6a) ll.~.52 24.)i') ::,.ooo r>icr OeflccttoM. ~ 00~$1 l,U,)j(}7 0:07H 0 !OH (.) llH 0 !oliO 0.2036 0.1427 0.2:!) 7 Q.:nn 0.3859 0.4.440 (i:.so:!O 0:5786 0:6Stil 0.1-412 O.&'J43 0.9)~& l.Oo&6-. 1. 1664 [.2964 l.4}70 1.5885 1'.rns 1.9?6.S 2.1294 2.3146 2..Wi(, 1.no1 2.,'}c;10 0.0~.5J o.o~i1 ,).0840 0.1~14 o. t666 O.Z22I 0.1~% _0,)JIO o.~&.S 0.58.iO O.il96 rJ.817! 1.0$U i.:GoS U02J 1.136& 2.0659 l.)?~9 2.7159 ;.1no J.l\ I l{~ 4. 10()4 4.6l88 S.2171 H4J8 S.5lll& 7.2491 &.ono a.&709 1.7$00 -I. 7'7 K/F., .,z.Ov, '7,0<\ --4, II ~-11 I ·····-i . ; f •• I-.• -·· 12/0411 '396 17: 12 7027983797 R2H El'JGINEERING PAGE 05 R2H Engineering, 1nc. • PROJECT L0t L/b . JOB NO. CJ£ tJt)G, DATE 11..J.s/ r6 t l ·ay___,... ..... D_w ___ -_s __ sueJ1:cT f..e.v1sed 110..n.ds -Line Ki L sHEET_Z_5_oF __ :. ... ·. ·: _; ; : . ~-.· -~----:-·: .. ,• .,. : .. ; ~ . . : ' . ' ( : C : • t ) : . : ... ·'--·-+·· = •••. ;.--;. :.. . . : . '.Id .. ---,--~-.L ; ·. . _. ~ • I ·far Io·: ~ ·:----e· . · . .. .. ... . ~--.--~--· ' ce.. : :· .. ' ·'• ' . ~ . . . .. t : . •' · .. :-·. Klf. -.· .,i .. . . -: / .i .. --!C>:J, 2 K -...... ·; ·--- forte fo _ P.~_)1:_e./. _;.~f:.·_ ,ZJ., g ~ .. ·.·_:~-f~:.:.~' .. , .. ;?.L/,6 K 21), 2. J(. 2 1 3 K 32, 1.. .K. )D:3 I} K : ... : ... . . . .. -~ .... . ' •, • 12/S4/1996 ·17:12 7027983797 R2H ENGINEERING PAGE 06 .. R2H Engineering, Inc. PROJECT Lo f . fb JOB NO. 76tJtJ6 ~ATE 12/.t / Yb ,. ' ev D w s . . susJecT l<:.e u ts ed. j) a~ ,1-e/5 -LI n.e. Kt L SHEET :'.<.b OF P~n,i.~L~~~s . .-· : . · · .··.v-·-~ .. ::z-3-,-&··-K ·. . . iLl..$k~~t V = 23. 8 /3/.9 ::: '71/6 (Lf < /..SS . -..: .. : :: -,-:r.-;:r:-r.~ :.~. :~· _; __ -. . ·. . . :II-¥ tJ 3 z), o I( . , ... . _. . : ~ :. :· .; .. /.t::(\.~· .. ;.: :· :. ' ;..· : ..... ' . . . . . . · ... J:.i"i;i-· .. r .. :i·j t "It e_.( ~ .· lf;S, ·, ( ZJ ,g) =:_ 1_, 7 SK . . . . . ...... , ....... : ... . . · Y ~ + --J+ 1./ I 0 . : ; ::·· .... ~~~10t~~---, I { (t,1£) = 3 ,& K ··· · :_--'. :. _--!.-.-~·!Y~~:: ~ '.;as· (z) v 3o~ (_7,_s)(1z) (, s )fw /1oco = 6, 7 .f.w ...... : · .· . ·-:···;: ;--:_···:···:. ~-:6 1 ·7 ( 3) ~ · 2.0, I K oK _. 0 00 : • .:_ •• ; .... : .... • __ ;,,.~--.M • Oo .. : : , >v: --+b,:;_ ·.;s \ Pre.t = 18 1$ K :_ ~-.. :· -: ·: ~;·::_:_y~;:~j), ;.f/(/? •£J ~ ZS· i K : .. : . ,'. . -:·.i-i;=~vd--~=-6 >z { 8) ::_ £3 I 6 iJ L.{_ ~ (l) ye: oK .. ' . . . .· ;--i .. · :. ·· ... t:.;.~L~ .... ~--'. .. r). : ~ . . ~ . '.' -~ . 'i•. :·· ... : ~· . -· ' • 5 : • : ~-:• ~ .. -~ ~ I , ! f • • ~ • • • • -• ~ : . ' : . . . . . .. ·:· ·:····; .·. . : . . .. . ' . ~--t ; . . .. . : . .. : . '; . ·'.· . ! . •:. : . : . ' . ·-.·-· .. -~~ .. ( ..... , ...... :-·-- ... I , ••, • .,,j .,; • : •: l • o • : • 0 : •• • • • : •• • ~-4 ~-: • • I : ' • : ; . : ;-:_:. -: "i--"J·.(:' _:_ :·_·_. : : .. : . 0. 0, 00 ; 0 o,M•:• •. . . .. . . ·: •, .··· . . . . · .. . . · .... - ,. 12/04/1 '396 17: 12 7027'3837'37 R2H ENGINEERING PAGE 07 $_ R2H Engineering, Inc~ _ JOB NO. 260()6 PROJECT L:9..±· 3/ 6 DATE /2 /s)<f(i sv L) ws . suBJECT Re..u rsed. Pc{.n.e/s. -L1_>1e.. i:i L SHEET [-/ oF_ o·~f. .. ··o F -·-·--Pla..vLe. · Be nd..1 r\.3 .. Pa..ne:f.::: 8 . · G·;.KtJL t-r:,2K LL (.~01st-G1rd.e..r l,a.Jj : · · :11 · ·(:-·' s' 101 2,( 20 ps.f. Lui vJ... / oa..d ........... I . 1-,r-,---,,--.-. -------------,-. . . . ! .. ~ ·:· -: ! . . . ; :6,s'' . : ... : ' : .. : .. ·'·.·· .. :·--o; .... ;.:; ___ :·_ o·· ·. :~1: . ;. +'.··_:._ . .:.:·. . . .. . - ' .... - . . . I . . ..... . /~,£ ...... : ;· . ··' ....... . ' ' . ,, . ; . i . -~= .. . . :· ... . . .Se_1 S /1111.; C Ff ::: ~f (jso;c{); ~ · :=-28, I tsf. {.;LJtu f /JL -=-It 1/ f IF.·\ on3· ccJcs t.~u-11 F LL = 1.s:s /I{-> p.t£ . ·. '. .. 1/ rr .-i.-P~rle.-r · ~:, ~[ :1?'l,d 2011sf C 8 1 +-f 1-1$: J /s 1 ::: Y2·S f5f .·: _:;i)J.):)_~-1<s:el~)1-tiG Lca.d_ . ; • • · •; 'kb~-w,~ =-1.s,1pi(f +-1)/s = 3/,6 f$f , . :> :~·e/~~ w; rv./pw =-. 31; 6 psf-· . • . --• ·-rrer OK (see.. cov<lp tJ.,h.r ff I J-04..f) · • ---_• • 2>ti+ ·po.;nd -_-• __ . - · ·· ·. :_ J)rh~_< i99-J·: -~-2opsf° ( 1.ff:· t-·2,c,)/2,1 =-Sl/,S psF .. .. )t~d:.&l· ·'.i,e1 s rvuc Loa.d . · . : . . = : • : : = . . • . JO\ · = :-,. -:.:.·:·:Abov~ vJ1~d._ow = 1-8,l p~f. ( T ;/z.9 = {;J,2 ps-F-·· : : -· .... _< ..... : fle!ow W, rtdow · ==-6 7, 2 P,5 F-: · . . . . . . . . ~ . . .. . . ·-···-. . . · . ·. ·. f!c.__-rv:: .. / N, G .-: D ~S(~/l. S-fro11'-!j /Ja.c.K j 12/04/1996 17:12 7027983797 R2H ENGINEERING R2H ENGINEERING Date: 12/05/96 TILT~UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PAHL 8 iY PIBR PAGE 08 Page: WALL DATA VERTICAL LOADS LATBRAL LOADS --- ~all Height-= 29. 00 ft Uniform Dead Load 16~. o # Point Lateral toad Parapet Height = 1. oo ft Unif or11 Live Load. • 253. O # ... Keight from Base : 504. 0 g 26. 25 ft = Thickness = 7.50 in ..... Ecc. = 5. 75 in (this is a Seismic Loadl Rebar Size # 5 Uniform Lateral Load = 67. 2 olf Rebar Spacing = 8.00 in. Concentric Dead Load = 2310,0 ! , .. distance to Bottom Wall: ZICp = 0.300 · Concentric Li11e toad = 2138.0 i ... distance to Top : 0,00 tt = 14.50 ft Parapet: ZICp : 0.300 (this is a Seismic Load) Min. Allov Defl Ratio = 150.000 Concrete Weight = 145.00 pcf Wind Load = 54.50 psf Fixity \ Used i Base = 0,0 /) r J_ ? Seismic Zone = 4 ~ e.5/q,,_ .:)rtoHa. I.J4c MAT!UAL DATA . SUMMARY .:;_. Y -~ f 1c = 3000 psi Using: UBC Sec. 1914.0 metho~-~. Non-Iterated :::-:--:----._ --. Fy · = 60000 psi . / Seismic Hind \ Phi = O. 90 M-n t Phi :. Moment Capacity : ( 168042. 8 in·# 16U06. 8 in·~ \ ~in. Vert Steel t . 0.0020 Aopli-ed: Mu@ Mid-Height = ~47. l in-~ Overstress[ 136818.5 in-V Min. Rori% Steel t = o. 0012 • ·Mu ~ Top of Wall = l~48. 6 1.n-~ . J26I.'TI'H Max. Vertical Spacing " 18: 00 in Allow .uial Stress = 120. o psi 120. o psi Max. Horizontal = 1a:oo in ictual Axial Stress . ~ 69. 7 psi 69. 7 psi 1d' : Depth To Ste.el. • 5.69 in Max. As %: o .• 6 + RhoBal &.0128 0.0068 C.00£8 Wall lf~ight . . = 90.62 ~sf Maximui. Service oeqection · • 2.926 in us2 in Rftect1ve Strip Width -12.00 in Ht/Service Defl Ratio = 119 :1 Bxcess Oefl ! 140 :1 Live & Short Term Loads Combined Seismic Parapet Wt Used . Space bars ,i base of parapet at = FACTORED LOAD STHSS!S . 18. 0 in SBRVICK LOAD DKFLKCTIONS ___ ....;.. lS, 0 in Basic Defl. vlo P·Delta Basic Mu v/o P-Delta Moment in Bxcess of Mer ~ax, Iterated Deflection Max. Iterated llloment · LOAD PACTORS OSBD ACI 9·1 & 9·2 DL = ACI 9·1 & 9·2 LL = AC! 9·1 & 9·2 ST = .. , , Seismic= ST = ACI 9-2 Group Factor = ACI 9· 3 Dead Load Fact = ACI 9-3 Short Term : UBC 2625!<!)4 11.4 1 Fact~ USC 2625(C)4 10.91 Fact~ Vt,4B (c) 1983-95 BNBRCAL~ · S~ismic .Wind = 1.167 in 0.853.in ~ 122822.0 in-# 88872,4 in-~ = 179447,1 in-1136818.5 irt·f = . 6. 548 in 6. 733 in : 1:79447 -~ in-#136818.5 in-# Basic Defl. wio P-Delta : Basic-Moment w/o P-Delta = Moment in Bxcess of Mer = Max. Iterated Deflection= Max. Iterated Moment = Seismic 0.84lin 88356. 5 in-i 102692. 7 in-I 2.926 in· 102692. 7 in·I Wind 0.670 in 69787. l in-~ 84332. 8 in-# 2.482 in m12.a in-# ANALYSIS VAtuRS --------- 1.40 1.70 l.70 1.10 0.75 0.90 1.30 1.40 0.90 & : 57, oooi (f I c'. 5) = 3122019 psi S-gross n : 29,000/Sc = 9.29 Mer "' s , Fr Fr: _5 r (f1c·.si = 273.86 psi Rho balanced Ht / Thk Ratio = 46.40 Seismic As(eff)· = [ Pu:tot + (As*Fy) l / Py= 0.&11 in2 1a1 = (AstJy t Pu) /l.35tf'c*l2) =· 1.199 in 1c1 = 1a1 / .85 = 1.410 in Moment of Inertia ModifiDation Pact~r. 1.00 I-gross = 421. 9 in4 I-cracked = 115. 2 in4 I-effective (ACil = 0.0 in4 Phi : Caiacity Reduction Factor = o. 90 Mn = A_s eff) ' Fy r ( d • a/2 ) -186714 in·! 112.S in3 = 30809.4 in-i 0. 0214 -!find 0.584 in2 1.144 in l.346 in 1.00 421.9 i114 112 .1 in4 O. o in4 0.90 179230 in·i R2H BNGINBERING, KW060291 "-12/1;14/1996 17:12 7027983797 R2H ENGINEERING PAGE 09 R2H ENGINEERING Date: 12i05/96 Page: TILT-UP CONCRETE WALL PANEL STRIP nESIGN LOT 46 PA!fBL S 31-0• Plii WALL DATA VERTICAL LOADS Wall Height & 29. 00 ft Parapet Keight • 1. 00 .tt Thickness . 7. 50 in U11Hor1 Dead Load = Unifora Uv@ Load : •.•••• Bee:. :; Rebar Size I s Rebar Spacing = 8. 00 in Wall: ZICp : 0.300 . Parapet; ZICp • 0.300 Min. Allow Defl Ratio : 150. 000 Fixity t Used i Base = 0.0 Concentric Dead Load .,. Concentric Live Load : Concrete Weight : LATRJUL LOADS 164.0 ·¥ Point Lateral Load 253.0 ~ 5. 75 in .. ,Reight from Base (this is a Seismic Load) Uniform Lateral Load 0. 0 ~ ... distance to Bottom o.n ... distance to Top (this is a Seismic Load) 145.00pcf Wind Load ; ~ :: 504. 0 g 26.25 ft 67. 2 ~~f Q. 00 L ~ 14 .50 fc 54.SOpsf Seismic Zone = 4 !!!'?!RIAL DATA SUMKARY ~---=--:-...,..-..,---,__-,.,,.-=~~-r--:..-:..-=-.-::..-:..,·-·-6/' f I c : 3000 ps~ Using: UBC Sec. 1914. o rnethod,.....~u~E, Hon-Iterated 11 ----:=---,.. 1 ·.od -----,\ Fy : 60000 p$i . Seismic " , Phi = 0.90 M·n t Phi : Moment Capacity :: 142300.6 in-# 139842.l i~-f // Min. Vert Steel l :: 0.0020 .\pplied: Mu ,J Mid-Reight " 138439.8 in-. 101277.8 iw · Min. Hori: Steel \ = 0.0012 Mu ~ Top of iall • 1 4 . in-mr.TTii-# Max. Vertical Spacing = 13. 00 _in Allow Axial Stress = 120. o psi 120. O psi Max. Horizontal = 18.00 in Actual Axial Stress 20.2 psi 20.2 psi 1d1 : Depth To Steel :: 5.69 in Max. As\: 0.6 t,RhoBal a.0128 0.0068 0.0068 llall lieight : 90. 62 ~sf Maximum Service Deflection = 2. 903 in 2 .24 7 in Effective Strip liidth • 12. 00 1n Ht/Service Defl Ratio = 120 : 1 Bxcess Defl l 155 :1 Live & Short Term Loads Combined Seismic Parapet Ht Used Space bars ,J base of parapet at :: 18. 0 in 18. 0 in FACTORBD LOAD STUSSBS · SHRVICK LOAD DKFLRCTIONS Basic Defl. v/o P·Delta Basic Mu w/o P-Delta Moment in Bxcess of Mer Max. Iterated Deflection Max. Iterated M01ent LOAD FACTORS ·ttSBO ACl 9-1 & 9-.2 Dt : AC! 9·1 & ~·2 LL. • AC! 9 • l Ii 9 • 2 ST · = . . . . Seismic s ST : ACI 9-2 Group Factor = AC! 9-3 Dead Load ract = ACI 9-3 Short Term = UBC 2625(c)4 '1.4• Pact~ OBC 262S(c}4 '0.9 1 1aCtl)I' V4. 4B (c) 1983·95 B~!RCALC Seismic ~ind Seismic Wind 1.167 in 0.853 in ·Basic Defl. ·,1io P-Delta = 0.841 in 0.670 in = 122822.0 in·! 88872.4 in·# Basic Moment w/o P·Delta :: 88356.5 in·i 69787 .1 in-# = 1384.39.8 in-#101277 .. 8 in-i Moment in Excess of Mer = 92521.9 in-! 74013,4 in·J ; 6.221 in 6.298 in Max. Iterated Deflection ~ · 2.903 in 2.247 in = 138439.8 in·il01277.8 in·# Max. Iterated Moment :: 92521.9 in-# 7401J.4 in·# 1.40 1.70 1.70 l..10 0.75 0.90 l. 30 1.40 .. o.~o ANALYSIS VALUES --------- E :.57,000t(t'f .S) : 3122019 psi S-gross n : 29,000/Bc = 9.29 Mer : S t Fr Fr: 5 ' (f •c· .5) .= 273. 86 psi Rho balanced Ht / Thk Ratio = 46.40 Seismic As(effi ~ [ Pu:tot + (As•Ffl l / ly= 0.508 in2 1 a 1 • {As•fy t P.u) / {.85tf c*121 " 0. 995 in 1e1• 1a1 / ,85 = 1.171 in Moment of Inertia Modification Facter 1.00 I ·gross • 421. 9 in4 I-cracked = 102. 7 in4 !-effective (ACI) = O. O in4 Phi : Capacity Reduction Factor = o. 9 o Mn_ • As(eff) t Fy t ( d · a/2 J . . 158112 in·~ = 112.5 in3 -30809.4 in-# : !find 0.498 in2 0.97Sin 1.148 in LOO 0. 0214 421. 9 in4 101.4 in4 O. o in4 0.90 155380 in·# R2H ENGINEERING, KW060291 t 12/~4/1996 17:12 7027983797 R2H Et-lGINEERING R2H .ENGINEERING TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PANBL 8 81·0 1 PIBR IALt DATA VBII.TICAL LOADS Wall Height ~ 29. 00 f.t Par~pet Height : 1. 00 ft Thickness -1.50 in Unif-om Dead Load ;; Uniform hive Load = .... .Bee. = Rebar Size I 5 Rebar Spacing _ = 8. 00 in Wall: ZICp : 0.300 Parapet: Z!Cp = 0. 3 00 Min. Allow Defl Ratio ::: 150. 000 Fixity t Used-@ Base -0. o Seisiuc Zone = 4 Concentric Dead Load : Concentric Live Load Concrete Weight = Date: 12/05/96 LATERAL LOADS 164. 0 # Point Lateral Load 25 3. 0 ; ... Height from Base 5. 75 in (this is a Seismic Load) Uniforni Lateral Load 0.0¥ ... distance to Bottom 0 .0 # ... distance to Top (this is a Seismic Load} 145. oo pc! wind Load PAGE 10 Page: 237. 0 ~ = 26.25 ft : n.G eit ~ 0. 00 It :: 14.50 ft 42.50 psf MATBRIAL DATA SUMMARY----------- f I c ,. 3000 psi Using: UBC Sec. 1914.Q method ... Bxact, llon-Iterated---- Fy ,. 60000 psi Seismic Wind Phi • 0.90 1'!-n t Phi : Moment Capacity = 142300.6 in-# 139842.l in-i! Min". Vert·stnl t "' 0.0020 Applied: Mu; Mid-Height " 98790,S in-~ 82022.8 in-~ Min. lloriz Steel \ = 0.0012 Mu l Top of Wall = 1548.6 in-# 3170.1 in-# Max. Vertical Spacing -18.00 in AUov AxHl Stress 120.0 ps~ 120.0 ps! Max. Horizontal = 1$.00 in A.ctual Axial Stress = 20.2 ps1 20.2 psi 1d1 : Depth.To Steel = 5.69 in Max. As%: 0.6 t RhoBal Q.0128 0.0068 0.0068 wan Weight : 90. 62 ~sf Maximum Service Deflection = l. 774 in l. 597 in Effective Stri~ Width = 12. 00 in Ht/Service ·Defl Ratio = 196 : 1 · na : 1 Live, Short Ter11 Loads Combined Seismic Parapet !ft Used Space bars i base of parapet at - PACTORBD LOAD STRRSSBS 18. 0 in SRRVICK LOAD DBFLRCTIONS ---- 18. o in · Seismic Wind Basic Defl. w/o P-Delta. : o .. 795 in 0.669 in Basic Mu w/o P-Delta = 83071.8 in-i 69617,4 in-# Moment in Bxcess of Mer = 98790.8 in-I 82022.8 in-# Max. Iterated Defle~tion • 6.221 in 6.298 in Max. Iterated -Moment = 98790.8 in-# 82022;$ in.-# Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Sxcess of Mer ~ Max. Iterated Deflection=· Max. Iterated Moment = Seismic 0.576 in 59977 .1 in·# 64173. 5 in•~ l. n4 in 64173.5 in-# Wind O. 525 in 546SS.l in-~ 58911.4 in-# 1.597 in 58911.4 in·# LOAD FACTORS USBD ANALYSIS VALUKS --------- ACI 9-1 & 9·2 DL : ACI 9·1 &·9·2 LL = /IC! 9·1 & 9-2 ST = ... , seismic • ST = AC! 9-2 Group Factor = ACI 9· 3 Dead Load Pact = . ACI 9· 3 Short TeOI = uac 262~( cl4 • 1. 4' Fact in _ UBC 262S(c)4.'0.9 1 lact~ V4.4B (c) 1983-95 BNBRCALC 1.40 1.10 1.. 70 1.10 0.75 0,90 l.30 1.~0 0.90 B :57,000• (f 1c' .5) • 3122019 psi S-gross n : 29,000/Ec ;; 9.29 Mer ,. s • Fr Pr: st (f 1c· .5) ,. 273.86 psi Rho balanced llt / Thk Ratio • 46.40 · Seismic As(e{fl :: [ Pu:tot t (As*Fr) ) / Fy-= 0.508 in2 1a1 -!AstFy + Pu) /(.85*f c•l2) = 0.995 in 1c1= 'a' J ,85 =. 1.171 in Moment· of Inertia Modification Factor 1. 00 !·gross : 421. 9 in4 I-cracked = 102.7 in4 I-effective -(ACII _ = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = Asrem t Fy t ( d • a/2 } "' 158112 in-i -= 112. 5 in3 = 30809.4 in-tt -0.0214 Mind 0.498 in2 0.976 in 1.148 in 1.00 421. 9 in4 101.4 io4 0. 0 in4 0 .90 . 1553&0 in·# R2H BNGINBBRING, KW060291 ;. . . . . .. 12/04/1996 17: 12 70279837'37 R2H ENGINEERING . di R2H Engineering, Inc. . PROJECT Lo f-lf 6 . sv D LDS susJecr ge.vL5e.d... f~·ne.ls -Line. K t.-L p RiiJ.! ... : .. $. . . D_e._~~{f:.ft S fr <7'/1.i /3c,_c( for z · 't ' her · · · · u..se,:-i 0t / £ r ""'-$ e.1 .s rn i c. / oa_d_ PAGE. 11 JOB NO. 760{)6 DATE /2/S /96 ~, SHEET 3 / OF __ ' < ~7;::zpSf f-2s, t /5 F )'1.i1 Ft =--17£ · ¥ f IF . . i~.;8_~B x °9 o K Cse.e. ~v,,f ufer pr01f-"'ut-) . . -__ :_ -~.. . -·.. . . . ' . ' ... ·: . : ~ ' . ... . ··-r•-" •• • • " . . : .. >-· } .. · .. : .... -... : -... . . . ~ ... , ... : : ; i_J·t· ... :_:,: . . . . . ; :.--: ! .. . : --: .. . . · .. : .. \. 1 .... ',"' . . ·; . ; . . .: . . ·; . ; . . .. . . . . . . . _, ·. ~ . ~ · ... ~ ....... ;--·~ .... . . .. ....... . --_, .. : . . . . : <<::_.:·;:·:·.h .: .·:. : • • •• : u •• ; ; :_ ·, • ' .. : ~ . -~ . ·· '.·· ; : . ' ··. . ' . . : : .. '. i . : . • ••• '!' : : ~ • • , '• • • j • •• -~---·. -••• . . ........ · . . · ....... ·: _\: '. ... ;:!:~L·,-.: _·. ' .. . . . ; : .. : ' ... . ; . . ~-. -:• ; . ..... .. .• -·-..... ; .. · ..... : : :" , . ... . : ... ·---:---: .: ·. .. . ' . ; . . ••• I ••• • . ' . ·:· ........ L .. I : . . . . . ... .. . ... . . . ' .. . . . . . ~ . . : • •~• • r •' 12/~4/1'386 17:12 7027'3837'37 R2H ENGINEERING PAGE 12 - ·R2H ENGINEERING Example Problem il Example fer User!s Guide 0000 MOB !:ate: lZ/05/96 Page: j .Z -COMPOSITE STEEL BEAM DESIGN LOT 46 -PANBL 8 2.9 1 PIRi -STRONG BACI DESIGN SW/SW DATA A!SC Section: ts8x8xl/ 4 Bea~ Span = 29.00 ft Bea11 Spacing = 2. 90 ft Slab Thickness :: 7. 50 in DKSIGH DATA Fy 36.00ksi f I c = 3000 psi Concrete Density = 145.00 ~cf Stud Diameter = o. 75 in Deck Rio Height .. O. 00 in Rib· Spacing a: O. 00 in Rib Opening Width ,. O. 00 "in Ribs are Pernendicular to. Beam Slab on-BOTX.SlDIS of beam Stud Height = 4. oo in Beam lfeight not added to applied loads Stud Capacity = 11. 50 k Allow fb = 23. 76 ksi n ~ Strength ~ 9. 29 n: Oeflections = 9.1~ SRCTION PROPBRTIES -- !·steel = S-s~eel: Top = S-steel: Botto~ : I-tr: : S-tr : Top ; S·tr ; Bottom : S-tr: Bff. i Bot. = nt·Str: Sff. ] Top = x-x Axis From Bot = V-hor1z@ 100 \ = 75 .1 in4 18. 77 in3 18. 77 in3 565. 73 in4 104.80 in3 56.00 inJ 37.48 inr 5iS.95 in3 10.10 in 136.62 k ~lot using partial composite action APPLIED LOADS--------------- 'Dead. toads• : -~oads Applied Before 75Curing ..... uniform Load# 1: 0.10 kH 'Live toads• : Loads Applied After Concrete Has Cured .... Uniform Load# l = ~.28 klf. MO!mS i .SHBAiS SUMMARY---------- Dead Load Alone = 10.5 k-ftUS&: ts8x8x1/4, Full Composite, Beam Is OK Shore-d & Unshared Dead t Const : 10 ,5 k· ft Stress Clrecks for Shored & unshared Cases ... Dead+ Live :: 39.6 k-ft i Bottom of B.eam = 12688 psi <: 24000 psi (allow of 0.66 Fyl Live Load Only : 29.1 k-·ft Unshared DL Stress = 6719 ps~ <= 24000 ps~ (allow of 0.66 Fll Max. Left Shear = 5:47 k Actual Shear Str~ss = 27lJ psi <= 14400 psi (allow of 0.4 Fy Max. Right Shear. :r 5. 4 7 k Unshared Stress Check ... BFF!CTffi FLANGB iIDTH ---{Mdl/SstMll/Str) ; 16042 psi <= 32400 psi !allow of 0.90 Fyl Based on Span = 7.25 ft Mli/(Str:iroptn) = 359 psi ,: 1350 psi (allow of 0.45 f'c) Based on Bea• Spacing ; 2.90.ft Shored Concrete Stress Check ... ... Effective llidth ,. 2.90 ft (Mdl+Mll)/lStr:Top*ni = 489 psi <= 1350 psi (allow of 0.45 f 1cl Alternate Unshared Stress Check. .. (Mdl + Mll) / Ss = 2533 l psi _<: BASIC SiCTIOI iiOP!RTIBS SRKAR comCTION Beam Depth = 8.00 in Vh 1100\ Composite = 136.6 k Flange Width = 8.00 in min(.8Stf 1ctAc/2 or AstFy/2) Flange Thickness = 0.250 in V'li:Minimum Recr'd = 136.6 k ·web Thickness = o. 250 in Total Studs Required Section Area = 7 .59 in2 Per 1/2 Span = . 13 · Section Weight = 25, 77 plf Actual Number of Studs :: 3 !xx · AISC Section = 75.1 int v Used For Design " . 34 .5 k Connector Reguirements ... Dead+Const Composite Mn DL t LI, iEA~IOHS ------- = Leflight l.4S l.45 k 4.02 4.02 k ; 5,5 5.Sk V4.4S (c} 19B3~9s ENERCILC Use 2 studs from o.oo ·> 4.83 ft Use 1 studs from 4.83 ·> 9.67 ft Use O studs from 9.67 -> l4. 50 ft Use o studs from 14.50 ·> 19.33 ft U!e 1 studs froia 19.33 ·> 24.17 ft Use 2 studs from 24.17 ·> 29.00 ft 27360 psi (allow of 0.76 ?y) DEFLECTIONS---- !·transformed = I-&ffective ; Ist+[V'h/ Vh) •. S*(Itr-Isll For Shored Condition ... : : Before 75% Curing Construction Only After 75\ curing Total Uncured Defl. ; Composite Deflection = For unshared Condition ... 568.0io4 322.8 in4 0.170 in 0.000 in 0.471 in 0.170 in 0. 641 in Before 75l Curing = O. 730 in Construction Only = 0.000 in Aftar 75l Curing = 0.471 in Total Uncured Defl = o. no in Composite Defl " l.201 in (continued on next page .... ) R2H EHGINEBRIHG, KW060291 \' 12/IM/l '3'36 17: 12 7027'383797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN LOT 46 · PANBL g 2.9 1 PIER· STRONG BACX DBSIGH { ..... continued) llftlilllllilllltl 111110110 II 001111 OEOC•o 12 xt_ilOOhli I I ii Iii 11 [JIIHiJTDJIDIDJUD I R2H El'IGINEER ING Bxample Problem 11 Example for User's Guide 0000 MOB Date: 12/05/96 PAGE 13 Page: 33 R2H BNG!NBBRING, KW06029l • 12/14/1996 17:12 . 7027983797 R2H ENGINEERING PAGE 14 $_ R2H Engineering, Inc. · JOB NO. '16 rJcJG PROJECT . Lot 1/ 6 oATE 1 2./s J % BY /JUJS . SUBJECT !Re VI St'J P~.Y}j../s -Li rte.. KtL SHEET. 3 1 1/ r OF_ 0 uf-of Pl a.l'lf:,. l3 e..rtd i n-;3i ·pc._~e/: IZ . t , . I· ~-. . j_-_:_ I I • . z~ . , . . . . I ·--. I .. )~ '• >1 . . .. .. g,. -. . . i, '.· . ~-: • ._____.__ __ +---_____ ----+-__, · : -~··::·~"A'-·,_-·-: __ 1..7_,z_'_--'-----_--#f . .. . ... ~· ~ . .. . .. Z0 ;sf Wint{ l~d Se.15Vvt1<.., 28, I f5 f tlVL l f, I) L = 16 L/ Jl f . U..tt r f LL =-ZS 3 p l f • • £ f+' 'P-b.ne. / 1 , ... : w i;r1.rl: Loa_~ ::: 2.0 /St (_.5 t f J) /,t 1 = 1/ 3/ f.5 f- ···°f.t·ir.ted__ ·Se.is Y'rt/c.. Loo..d_ · '.Abovi Door == 1-15,Jps~ CJ4.)/s -::: :rJ,7 psf _• a i~1shf\3. Mee.I 6 # s f-11s cD s 1 ' ( 7 #SS) -:c-13 -tis~ : · · · · -;.· -: ) ~-:-6 3/ )/ S ~ · 8 l Ir\ z/ {f-· Li.Se_ #.S qJ 1/,{; In £, c~lcs . __ · _·· '. ·-• P1 e( . o K [see -~q!:1J:!,Jt£ .J_!_i_!J_~tJ __ _ · 1 •=1 '· ·· , P Ct.ne,l · .: : _·01.nd_: LoC<.cl -:-1-0 psf-( ~ +-ztJ) /2,1 = £CJ fS f- . A-dJ.e.J Se.1svVttC-Loo.A 6,3 ·. A hove.. '/Jo~r;:: 1.8•/. C -:x,) /2.,1 ~ ~-2t/ f$.f P 1e.r oK . C se.i c.ori-,pufu pn n;( ouf-) ... jJ 12/04/1996 17:12 7027983797 R2H EMGINEERING PAGE 15 R2H ENGINEERING Date: 12/05/96 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 46 PAHBL li 51-01 PIBR iUL DATA VBRTIC!L IiOADS LATERAL LOADS !fall Heighr = 29. 00 ft Parapet Hughe = 1.00 ft Thickness -7. 50 in Unifora Dead Load " 164. 0 i Point Lateral Load 0.0 ! Unifor1 Live Load " 253. 0 i ... Heiaht from Base " 0. 00 ft ..... Bc:c. : 5. 75 in {this is a Seis1ic Iioad) Rebar Size I S Rebar Spacing . = 4. 60 in Wall: ZICp • 0.300 Parapet: ZICp ; O.lOO Min. Allow Defl Ratio· "' 150. 000 Fixity t Used i Base = o .O· Seismic Zone = 4 Uniform Lateral toad = 33. 7 ~lf Concentric Dead Load : 0. 0 i ... distance to Bottom : 14. 00 t Concentric· Live Lqad ; 0 .0 # ... distance to Top : 30 .00 ft (this is a Seismic Iioadl Concrete Weight : 145.00 pcf Wind Load ; 44.00 psf ICA'l1R!A1 OATA . SUMMARY----------- f' c = 3000 psi Using: UBC Sec. 1914.0 ll!ethod ... Bxact, Non·Iterated----Fy = ~oooo psi Seismic lfind Phi = 0,90 M-n * Phi : Moment Capacity. = 223182.0 i1H 221075.7 in·# Min. Vert Steel t. ~ 0.0020 Applied: Mu t Mid-Height. = 99994.2 ~n-# ·s6211.6 in·# Min. Horii Steel \ = o .0012 Mu i Top of Wall " 1831. 7 in·# 3181.6 in-~ Max. Vertical Spacing -~ 18.00' in Allow Axial Stress : 120.0 psi · 120.0 psi Max. Horizontal = 18.00 in Actual Axial Stress : 20,2 psi 20.2 psi 1d1 : Deoth To Steel = 5.69 in Max. As \.: 0.6 t-RhoBal &.0128' 0.0118 0.0118 Wall Weight · ·= 90. 62 ~sf· Maximum Service Deflection .. 1. 290 in l. 225 in Bf feetive Strip llidth = 12. 00 1n Ht/Service Defl Ratio = 270 : 1 284 : l Live & Short Term Loads ·combined Seismic Parapet Wt Used Space bars i base of Parapet at = FACTORED tOAD STRBSSBS -- 18. O in SKRVICB LOAD DBFLBCTIOHS----18. o in Basic Defl, v/o P·Delta Basic Mu w/o P·Oelta Moment in Bxcess of Mer Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI 9-1 i 9•2 DL ~ ACI 9·1 & 9·2 LL : ACI 9-l.& 9·2 ST : • • • • Seismic ; ST · .. · ·Acr 9· 2 Group Factor = ACI 9-3 Dead Load ·ract = ACI 9-3 Short Tera = UBC 2625(cl4 'l.4' Pact~r USC 2625(c)4 10.9• FactM V4,4B !c) 1983·95 BNBRCALC : " : : : 1.40 l. 70 . 1,70 1.10 0.75 0.90 1. 30 1.40 0.90 Seismic ii ind · O. 766 in 0,692 in 82013,7 in·# 72.024,3 in·J 99994.2 in-# 86211.6 in-! 7.153 in 7.203 in 99994.2 in-! 86211.6 in-# Basic Defl. w/o P-Delta = Basic Moment w/o P~Oelta: Moment in Bxcess of Mer = Max. Iterated Deflection= Max. Iterated Moment : Seismic O, 555 in 59395, 8 in·# 63561. 3 in-ff l. 290 in 63561. 3 in-# Wind ·o.544 in 56572, a in·, 60799 .2 in-i l. 225 in 60799. 2 in-# ANALYS.IS VALUKS ---------. B :s1,·ooot(f 1c· ,Sl = 3122019 psi s-gross · n : 29,0.00/Bc : 9.29 · Mer e S t Fr Fr: 5 t (f1c·.S). = 273.86 psi Rho balanced Ht / Thk Ratio : 46. 40 Seis1!1ic As(eff) ; [ Pu:tot + (AS1Fy} I ( Vy: 0.851 in2 1a1 = (Astfy + Pu) /(.8Stf 1ctl2, : 1.669 in 1 c 1,. 1 a 1 / • 85 : 1. 96{ in Moment of Inertia Modification Factor l. oo I-gross 421.9 in4 I-cracked ~ 140.1 in4 !·effective (ACI). " o. o in4 _Phi : Capacity Reduction Factor = 0.90 Mn = As(effl t· Fy r ( d · a/2 l = 247980 in-# = 112, 5 in3 30809.4 ia-~ -0.0214 Wiad o .842 in2 l.650 in 1.941 in 1.00 421.9 in4 139 .1 in4 o. o in4 0,90 245640 in-i !continued on nut page .... I R2H BNGIHBBRING, KW06029l 11. 12i~4/19'36. 17:12 70279837'37 R2H ENGINEERING R2H ENGINEERING Date: 12/05/96 TILT-UP CONCRETE WALL PANEL STRIP. DESIGN . tOT 46 PAHL l2 51-0 1 PIBR (-••.•• c011ti11iledl DHign Method: Ex,ct 1994 UBC 1914.0 V4.4B (c) 1983-95 ENRRCAL~ 0 0 -~ L • ... !! .. --., " ... "' ... .. Q. «i ,.. "' .... ... ~ ,_; N i .. -~ .. ,.. ... IQ :: "' (1, in "<1" 11 "" ~ ~ Roof0L=163lba I ~oofl.L. = zs;: 1u 't Roof Eee" s tn -~,. __ ,. Thiele .17.50 in Ueinq. 1 S • 4.60 in t'~ = ~000 p~i F" = ~0000 p:1 Sehmit Zone= 4 se1~m1e Feetor •0.500 ~rt'. w1ain = 1z tn PAGE 16 Page: J6 R2H RNGINESR!NG, KW060291 .. .. }) 12/04/1996 17:12 7027983797 R2H ENGINEERING PAGE 17 R2H ENGINEERING Date: 12/05/96 Page: 3 7 TI.LT-UP CONCRETE WALL PANEL STRIP DESIGN . . LOT 46 PANBL 12 2.11 PiiR . ULI, DATA Wall Height : Z9. 00 ft Parapet Hei~ht = i. oo ft Thickness · -i. S.O in Rebar. She J 5 VKRTICAL ~OADS linifcrm Dead Load = 164. 0 ~ liniform Live ~oad = 253. Q ~ ..... 3cc. = 5. 75 in LAURAL LOADS Point Lateral toad o.n ... Height from Sase : 0. 00 ft (~his is a Seismic Load} Uniform Lateral Load = Rebar Spacing = 8. 00 in Concentric Dead Load :: Wall: Z!Cp = O. 300 Concentric Live Lo.ad = 42.l flf 0 .0 # ... distance to Bottom :: 8. 20 t 0. 0 # ... distance to Top 30.00 ft = Parapet: ZICp = O .300 Min. Allow Defl Ratio ~ 150.000 Pixity l Used i Bast = o.o Seismic Zone = 4 Concrete Weight (this is a Seismic Load} 145 I 00 pcf Hind Load = 50. 00 psf MATBRIAL DATA SUMMARY ---------- : 1 c · = 3000 psi Using: UBC Sec. 1914.0 method ... Bxact, Hon-Iterated---- FY = 60000 psi · Seismic · Wind ·Phi = 0.90 M-n * Phi : Moment Capacitv = 142300.6 in-~ 139842.l in-F. Min. Vert Steel % = 0.0020 Applied: Mu@ Mid-Height • = 126968. 7 in-# 94057.2 in-~ Min. Hod: Steel% = 0.0012 Mu ·i Top cf Wall = 1902.2 in-~ 3227.5 in-~ Max. Vertical Spacing = 18.00 in Allow Axial Stress = 120.0 psi 120.0 psi Ma.x •. Horizontal -= 18.00in ActualAxialStress = 20.2psi 20.2psi 1d1 : Depth To Steel ; 5.69 in Max. As %: 0 .. 6 r RhoBal 8.0128 0.0068 0.0068 Wall Weight = 90. 62 ~sf Maximum Service Deflection = 2. 594 in 2. 008 in Bffective.Strip Width = 12.00 in HtiService J)efl Ratio = 134 :1 Bxcess Defl l 173 :1 Live & Short Term Loads Combined 18. o in 18. o in Seismic Parapet ~t Used . Space bars i base of parapet at = FACTORBD LOAD STRRSSRS SERVICE LOAD PEFLSCTIONS ---- Basic Defl. w/o P~Delta Basic Mu w/o P·Delta Mp~ent in B.xcess of Mer Max. Iterated Deflection Max. Iterated Koment LOAD FACTORS lJSBD AC! 9-1 & 9-2 DL = AC! 9-1 & 9-2 LL : ACI 9-1 i 9-2 ST ; • . . • Seismic = ST = ACI 9-2 Group Factor = AC! 9.3 Dead Load Fact = ACI 9·3 Short Tera = UBC 2625{c)4 11.41 Factl}r UBC i625(cH '0.91 Factor Vt.4B (cl 1983·95 BNERCALC Seismic If ind = 1.046in 0,784in. = 111128. 7 in-4 81651. 8 in-~ = 126968. 7 in-I 94057.2 in-# = 6. 221 in 6. 298 in = 126968. 7 in-# 9405·7. 2 in-i Basic Defl. w/o P·Delta ; Basic Moment ~/o P-Delta. Moment in Excess of Mer = Max. Iterated Defl@ction = Max. Iterated Moment Seismic 0.756in 80134 .1 in-# 84353. 7 iiH 2.594 in 84353.7 in·# Wind 0.616 in 64123.8 in-~ 68350.1 in-i 2. 008 in 68350.1 in·l ANALYSIS VALUBS ---------- 1.40 l. 70 1. 70 1.10 0.75 0.90 1.30 1.40 0 .90 E :57:,000t(f 1c· .Sl = 3122919 psi S-g~oss n : 29,000/Ec = 9.29 Mer = s t Fr Pr: S * {t1c·.s1 = 273.86psi Rho balanced Ht i Thk Ratio = 46. 40 Seismic As(effl : [ Pu:tot r {Xstl?y) J / Fy= 0.508 in2 1a1 : {AstPy + Pu) /{.8Stf 1cr12) = 0.995 in 1c1= 1a1 / .85 ~ 1.171 in MoJent of Inertia Modification Factor 1.00 I-gross 421.9 in4 I-cracked ~ 102. 7 in4 I-effective (ACIJ " o.o in4 Phi : ca~aci ty .xeduet-ioo. Factor ; o. 90 Mn-= As,e!f) ' Fy t ( d • a/2 ) " 158112 in-F. : : H2 .S in3 30809,4 in-i 0. 0214 Wind 0.498 in2 0.976 in 1.148 in 1.00 421. 9 in4 101. 4 in4 o. o in4 0 .90 155380 in·~ {continued on next page .... ) R2H ENGINBBRrNG, KW06029l 12/04/1996 17:12 7027983797 R2H a-lGINEERING ,. R2H ENGINEERING Date: 12/05/96 TILT-UP CONCRETE WA.LL .PANEL STRIP DESIGN . -- LOT 46 PANJt 12 2.1 1 PIER { ...... continued} o~,19n Metholl: (XlJCt 1994 U8C 1914.0 V4.4B (cJ 1983-95 ENERCALC Q "! <0 L RoufDL = 163 lb:! I RoofLl = ~S21b~ • RoofEcc • 5 in 0 Cl ,,; N Thick =7.SO in tJ&tng: ~ 5 ~ 8.00 1n t'c = 3000 psi F'--= GOOOO p!1 Seismic Zone= 4 :5ei$mic f11ctor •0 .. 300 Eff. Wii1th = 12 tn PAGE 18 Page: 3 8 R2H KNGINERR!NG, K~06029l 12/04/1'3~6 17:12 7027'3837'3.7 R2H Et--lGINEERING PAGE 1'3 R2H ENGINEERING Date: 12/05/96 TILT-UP CONCRETE WALL PANEL STRIPDESIGN LOT 46 PAMBL 12 1.8 FT PrBR lfALii DATA VERTICAL LOADS LATERAL LOADS Wall Height = 29. oo ft Parapet Height : 1. 00 ft Thickness -7. so in Onif or111 Dead ~oad : Uniform Live. Load = . ~ ... Ecc. = 164. o a Point Lateral Load 0. 0 ~ 253. 0 t ... Keight from Base 0.00 ft 5. 75 in {this is a Seismic Load) Rebar Size ,. 5 Uniform Lateral Load : 142.8 Dlf Rebar Spacing ~ 8. oo in Concentric Dead Load ; Wall: ZICp ; O. 300 Concentric Live Load . = o. 0 ~ , .. distance to Bottom ; ll.00 tt O.OF, ... distance to Top 30.00 ft : Parapet: ircp = 0.100 Min. Allow Defl Ratio ,. 150,000 -Fixity t used ~ Base = o. o Seismic Zone = 4 Concrete Weight (this is a Seismic Load) HS .GO p.:f Wind Load = 121. 70 psf . MAT!RIAL OATA SUMMARY ----------- f I c = 3000 psi Using: OBC Sec. 1914.0 method ... Exact, llon-Iterated---- Fv = 60000 psi . Seismic Wind Phi . = 0.90 M·n t Phi : Moment Capacity = 142300.5 ln-# U9842.l in-~ Min. Vert Steel t = 0.0020 Applied: Mu-~ Mid-Height = 247592.4 in-, Overstress'. 209106.l in-~ Min. Hori%. Steel % = 0.0012 Mu J Top of Wall ; 2748 .1 in·# 3776.0 in-# Ma1. Vertical Spacing = t8, 00 in Allow Axial Stress -, 120. o psi 120. O psi Max, Horizontal = 18. 00 in Actual Axial Stress = 20 .2 psi 20. 2 osi 1d1 : Depth To Steel = 5.b9 in Max. As t: 0.6 , RhoBal 8.0128 0.0068 0.0068 • Wall Weight = 90. 62 ~sf Maximum Service Deflection : S. 454 in 5 .233 in Bf fectiye Strip Width = 12. oo in Ht/Service Defl Ratio = 64 : 1 Excess Oefl ! 66 : 1 Live & Short Tetm Loads Combined SeisJ1ic Parapet lft used Space bns ?· base of parapet at FACTORBD LOAD STRBSSBS 18. o in SERVICE LOAD DEFLECTIONS 18 .0 in Wind 1.479 in 154358.2 in·# 158584.S in-; 5.238 in Basic -Defl. v/o P·Delta Basic Mu w/o P-Delta Moment in Bxcess of Mer Max-. Iterated Deflection Max. Iterated Moment-LOAD lACTORS USED ACI 9·1 ·t 9·2 DL = ACI 9-1 i 9-2 LL -· ACI 9·i & 9-2 ST = . . . . Seismic .. ST = ~Cl 9~2 Group Factor = ACI -9.3 Dead 1oad Fact.= ACI 9-3 Short Terni = UBC 2625(C}4 •1.4• FactOO' use 2625(cl4 •0.91 ractOO' V4.4B {C) 19g3.g5 ENERCALC · Seismic Wind Seismic 2 .123 in 1. 885 in =· 231955.5 in-#196700-. 7 in·t Basic Oefl. wio P·Delta : Basic Moment ~/o P-~elta = Moment in Excess of Mer .; Max; Iterated Deflection= Max. Iterated Moment = L 525 in 166497 .2 in-# 170662.6 in·~ 5.454 in 170662.6 in·# : 247592.4 in-,209106.l in-# 6.221 in 6.298 in : 241592. 4 in-!209106. 1' in-# 158584.5 in-~ ANALYSIS VALUES --------- 1.40 1. iO 1. 70 1.10 0.75 0.90 1.30 l.40 0.90 ·B :57,000t(f 1c·.si = 31220U psi S-gross n : 29,000/Rc = 9.29 Mer = S t Fr Fr: 5 t (tlc'.S) -273.86 psi Rho balanced Ht / Thk Ratio -46.40 Seismic As(effl = [ Pu:tot + (AstFyl l / Fy= 0.508 in2 1a1 = {ls•Fy + Pu) /!,8S'f1ctl2)" s 0.995 .in 1c1:: 'a' / .85 ~ 1.171 in !i!o1ent of Inertia ModHication Facti,r 1.00 I-gross = 421.9 in4 I-cracked = 102. 7 in4 I-effective (ACI) = o.o in4 Phi : Caoacity Reduction Factor • o. 90 !tin :: -As('eff) 1 Fy t ( d • a/2 ) = 158112 in-# 112 .5 iu3 : 30809.4 in·J -Wind 0.498 in2 0.976 in 1.148 in 0.0214 1.00 421.9 in4 101. 4 i114 0. 0 in4 0.90 155380 in-# (continued on next page .... ) R2B 8NGINEERIHG, KW060291 ~ 1"'2li4/1996 .17:12 7027983797 R2H ENGINEERil'IG R2H ENGINEERING Cate: 12/05/% TILT-UP CONCRETE WALL PANEL STRIP DESIGN LOT 4S PANBL 12 1.8 PT ~IER ( ...•. continued) Ont~n,Metl'IOO: (xect 199-' USC 1914.0 "' ~ N .:! • ..,, .. Q .. 0 ..., ~ .. e .. .. <,Q V4.4B {cl 1983·95 BNERCALC ... N :::: RoofOL • 163 lbs I Roof LL = 2SZ HI$ "t Rqof£cc = S 111 Thiele = 7.50 in U,ing: # 5 _. 8.00 m f,;: = 3000 It'' J:1,1 ,. 60000 , ,i s~um1c Zone= 4 Sei,mte Fecto,. •iJ 300 Eff. Width• !2 1n PAGE 20 Page: 1/0 R2H BNGINBBRING, KW060291 . 1.2/l?JA/1996 1 7: 12 70279837'37 ... . R2H ENGINEERING $ RiH Engineering, Inc. · . · PROJECT . l.i)f 2{, BY Du) 5 . . SUBJECT Re..v1 se l{{_Y}.eis -Lu1,e_ KtL , ....... :. ... !. : •' . ' . ! ... / · :J~ u.V\, br 1½ sets WLic. I oq_d_ PAGE 21 ~08 NO. }60tJ G DATE /2./.S Ju 1 J SHEET L/:( OF __ . :~;-\ : ~1/z; 8 psf. +-28·1 ps O i ,gr+ -= 3o s /If- . .. . ·:·. :-:· .... . ~ . . . . .. , . '. . . · .. . . : . . . ~ : .. : .,. . . . . . ' . • : .i •• : : :· . . : .: :· : .cK ~ : . . ,:_, . ,-'I. l,,2/~4/1'396 17: 12 7027983797 R2H ENGINEERING R2H ENGINEERit--lG Sxample Problet il Example for User's Guide 0000 PAGE 22 MDS Date: 12/05/96 ?age; 1/ 2 COMPOSITE STEEL BEAM DESIGN LOT 46 PAliiL 12 l.8 FT PI!R STRONG BACK BBAX/SLAB DATA DESIGN DATA SECTION PROPERTIES --- ~ISC Section: ts8x8xl/4 Bea~ Span = 29. 00 ft B~am Spacing -l.80 f ~ · Slab Thickness .: 7. 50 in Deck Rib Height :; o. oo in ·Rib Spacing -0. 00 in Rib Opening Width = o. oo in Ribs are Perpendicular to Beam Slab on BOTH SIDBS of beam . Fy = 36.00 ksi I-steel : fie = 3000 psi S·steel: Top = Concrete Density 145.00 pcf S·steel: Bottom - Stud Oiaieter • 0.75 .n !-tr : = Stud Height = 4. oo in S·tr : Top Bean Weight not ·added to appiied loads S·tr : Bottom : Stud Capacity = 11. so k S • tr : .Bff. @ Bot. Allow Fb :: 23.76 ksi ntStr: Eff. ~ Top n : Strength 9,29 x-x Axis From Bot n : Deflections • 9 .. 19 V-horiz 1 100 t 75.l in4 18. 77 in) 18. 77 inj 47U9 in4 i7. 78 in3 50.48in3 34. 7l ill3 449.84 io3 9.40 in 136.62k . Hot using partial composite action APPLIED LOADS--------------- woead Loads' : Loads Applied Before 75Curing .... . trnifor111 ~oad @ 1 = 0 .10 klf · . •Live Loads• : bOads Applied. After Conc:ete Bas Cured ... Uniform Load # 1 : 0 Jl klf MOMEHTS & SBRARS ·SlJMMARY ---------- Dead Load Alone = l!L 5 k-f t USB: ts8x8xl/ 41 Full Comoosite, Beam ls OK Shored & lJnshored Dead + Const . ; 10. S k-f t Stress Checks for Shored" & Unshared Cases... · Dead t Live ; 42.9..k-ft .3 Bottom of Beam. = 14830 psi <:: a4000 psi (allow of 0.66 Fyl Live Load Only = 32.4 k·ft Unshored DL Stress = · 6719 psi ,,. 24000 psi (allow of 0,66 Fy) Max. Left Shear :: 5.92 k Actual Shear Stress = 29S8 pst <: 14400 psi (allow of 0.4 Fy) Max. Right Shear ,. . 5. 92 k Unsilored Stress Check .. , &Fli'KCT!Vi FLAIGB lfIDTI! --{!i!dl/SstMH/Str) : 17914 psi <" 32400 psi (allow of 0.90 Fyl Based on Span .: · 7. ~S Jt Mll/ !Gtr:Top•nJ • . , 538 psi <= 13 50 psi (all_ow of O. 45 f I cl Based on ~ea111 ~pacing ,. 1. 80 ft Shored Concrete Stress Check ... ... Bffective Iha.th .: 1.80 ft (Mdl+Mll)/(Scr:Toptn) = 712 psi<= 1350 psi fallow of 0.45 f'c} Alternate Unshared Stress Check .... {Mdl t :.Ill) / Ss : 274H psi > 27360 psi (allow of o. 76 Fy) BASIC SRCTIOK PROPBRTiiS SHEAR COHMECTION DRPLRCTIONS---- Beam Depth = 8.00 in Vh-: lOOt Composite · = 131i.6 k I-transformed Flange ~idth : 8.00 in min(.8Stf 1c•Aci2 or AstFy/2') !·Effective : ; .476.4 in4 276. 8 in4 ?lange Thickness ,; 0.250 i:i V'h:Minimum R~q1d ~ . 136.6 k Istt(V1h/ VhJ'.S•(rtr-IsiJ Web Thickness = o. 250 in Total Studs Required For Shored· Condition.,. Section Area .: 7.~9 in2 Per 1/2 Span • 13 Before 75t Curing • Section Weight = 25. 77 ~l f Actual Number 9f Studs : 3 Construction Qnl y " 0.198 in 0.000 in 0.610 in 0.198 in 0.809 in Ixx. • AI Se Section .: 75. i 1n4 V used For De-sign = 34. s k After 75t curing = Connector Reguirements... Total Uncured Defl. :: . RBACTIONS ---- Dead+Const Composite ~ax DL t Lt = " = Leflight 1.45 1.45 k 4.47 4.47 k 5 •. 9 5. 9 k V4.4B le) 1983-95 BNERCALC Use . 2 atuas from o.oo ·> 4.83 ft composite Deflection = Use l studs from 4.83 ·> 9.67 ft For Unshored Condition .. , Use O studs from 9.67 ·> 14.50 ft Before 75t Curing :: 0.730 in Use O studs trom 14.50 ·> 19.33 ft Construction Only = 0.000 in Use l studs from U.33 -, 24.17 ft After 751 Curing -0,610 in Use 2 studs front.2'4.17 ·> n.oo ft Total Uncured Defl • 0.730 in · Co111posite Defl . • 1.341 i;1 (continued on ne,t page .... ) R2H BNGINBRRING, KW060291 .,. 1"2'/Ef4/19% 17, 12 7027.983797 R2H ENGINEERING COMPOSITE STEEL BEAM DESIGN LOT 46 PANBL 12 1.8 FT PIER STRONG BACK ( ...... continued! MliaiMiid0·1uu1001100011on1°, •('I tq ltif'!fiiflijj IOPOOOUdlillt:HllO!IJll 7.:;01n ,1.c, V4.4B (c) 1983·95 ENERCALC R'.::H ENGINEERING Bxample Problem ,1 Exa~ple for User's Guide 0000 MDB ~ate: 12/05/96 PAGE 23 Page: 3/,J R2H BNGINEERH!G, KW060291 FILE No. 961 12/20 '96 15:27 ID:CTE ESCOIDIOO 619 746 9496 CoNsTRuCTioN ".[EsTING & ENGJNEERJNG,-·JNc. December 20, 1996 Mr. KenBoe Riff Engineering, IDc. Subject: Dear Mr. Boe: Limited Drilled Pier Recommcncfat,ons Propoacd Commcicial Structure Lot 46, Carlsbad Research Center Carlsbad, California era Job No. 10-2063 FAX:619n673-8418 At your tcqUest we are presenting reco~ndations ror the proposed drilled piers at the referenced site. Based on preliminary informatio~ drilled piers will be a minimum of 12 feet deep and 36 inches in diameter. These pietS may be designed based on allowable clK1 bearing. values of SOOO psf and s~watt friction values of 200 psf. It should be noted that due to the very dense nature of underlying siltstone materials, excavation to the depth of 12 feet may be difficult ml shallower pier roundatiom may be suitable. Pier installation should be observed by the gcorechnical comultani to verify proper bearing conditions. The ~pportunity to be of service is appn:ciated. If you have any qucstiom regarding our recommendations, please do not hesitate to contact chis office. Respectfully submitted, r) 1t5S/iJ 'i_furt·b. Ballard. GE #2173 Gcotccbnical Engineering Manager Ja~!d Engineering Geologist JFL=lmk i:c: GEOTECBNICAL AND CONSTRUCfION ENGINEERING TESTING AND INSPE(,"TION C<)NSTnlJ<..~'l'l(JN r11ES'l'IN{; & EN<~_INEl£UING, INC. F.St:ot'HJliJO • MOl>t:SHJ • CORONA UXNt\RU • RENO • SEA.ITI.E 2IICVIIIEYARII Sit O JS'OOAICll.\1.1:RII Sk Al 4901l l"RIIIC:,:I Alll>l'f 11 1615 rACll'IC AVE IIOJ )HU:HCARAAIICI )095 anvr-JtVAI.E m,- fc'iCClllllll.111.C-A 9201.9 Mmra~IO.CA tmi C:ORUIIA.CA ¥1719 OXIIARU. CA 9\0JJ SrARICS,ffV '9HI SEA11l£. WA 91101 IMfl m m, 1?1m m m1 1M1 311-11911 1au~1 416 6m c102, JJI osoi (2061 m 11211 fAI '"" 146 '" FAIC (Zll9) m.J,U ,,.. (5'1)1 JJl-2161 r.u (l>SI 4H !1016 , .... 11021 JJl-2661 fAI ,a, 1'J ,m Novem~r 22, 199.5 Mr. Ned PannJn1 bJveullJod PropertJe, 1770 <lllleeple Way, Suite JOI Iii Cajotlt CA 92020 'relera,u 449-7886 Subjec~: Mr. Danntns: Geoteclmlcal Evaluation and Recommendations Proposed Commercial Development Lot 46, Carlsbad Research Center Carlsbad, California CTB Job No. 101.537 At your teque~t, we have performed an evalnalion of lhe sire lo provide geolechnlcal recommemJallmis for the inopused devclo11me111. Our recommendations are based on sile reconitaJssance, limited site exploration, reference review, and pro~_osed site usage. The opportunily lo be of service is appreciated. If you have any questions regarding our recommendalions, please do not hesitate lo contact this office. Respectfully 1ubml1ted, ~f ~.Jll--J Rodney D, Ballard, OB #2173 OeotechnJcal Engineering Manager RDB:Jg cc: FUe/Copy/lOJ.537.REP ------------------------------------------- A ....... 1 •1 u.1c..-n111·..-111N. m,u:INFF.IUNC: TESTING ANU INSJ!EC'l'ION ' ,,·· I C<>NSTUU(.;'l'l()N rjJ~S'l'IN(; & EN(;JNl~l£Il1N(~, INC. r .. scoN1mm • Mm>FA'> ro • c:oRoNA OXNARD • RENO SEA1·n.E 2414 VIIIEl'AIUlSic 0 JSIOIIAkltAIJ:IUl Sit A2 •90rt l'RIIK'll MIIH'I' 11 l6IH'At:111C AVI! IIDJ lHll UICARJIANCl ~S l'I.D\1,..>AIE IIJO, r:Sl.lllll>IIXI. CA 9J0?9 Mllltf:.'illl. CA ,ms COROHA. CA 91719 OXHARI>. CA 9)(11) StARU. NV 194JI Sl!Al'II I!. WA"'°' 1m1 74' ffJJ r11m ssum (9091 Ju.11911 1aos1 ••uu.s 11021 m (OOJ ll051 1'1-mo r.u '"" 140"6 r.u c:io,1 Jsi-mJ '"" C909> m-2161 '"" 111S1 410016 ru 11021 m-16'1 ru Cll61 m 11n OEOTECIINICAL EVALUATION AND RECOfvlMENDATIONS PROPOSED COMMERCIAL DEVELOPMENT LOT 46, CARLSBAD RESEARCI I CENTER CARLSBAD, CALIFORNIA PREPARED FOR: MR. NED BANNING l>IVERSlflED PROPERTIES 1770 GILI..ESPIH WAY. SlJITB 101 EL CAJON, CA 92020 II PREPARED DY: CONSTRUCTION TESTl~G & ENGINEERING, INC. 2414 VINEY ARD A VENUE, SUITE G ESCONDIDO, CA 92029 era JOB NO. lOl.537 Novc,mber 22, 1w, 'fi~:":. :._/:~~/~~-~-'?~-~~~-~~>'1:_-~."!~~-.1~gNSfHllC'f_.U>N ENGINEEIUNO TESl'ING ANU INSl'ltCTION .. ~ . . . .~ . ' . . .. . ... · ·~ ·.. . . . , . .... 't, _t (·Job No. 101537) TABLE Of CONTENTS PAQB SBCTION, t.o Back around . . . . . . . . . . . . . . . . . . . . . . . . . . l 2.0 Scope of Services .. . . . . . . . . . . . . . . . . . . . . . . . I . 3.0 SIie Description . . . . . . . . . . . . . . . . . . . . . . . . . I 4.0 Proposed Development . . . . . . . . . . . . . . . . . . . . . 2 · 5·.o Site Investigation . . . . . . . . . . . . . . . . . . . . . . . . 2 6.0 As-Oraded Conditions . . . . . . . . . . • . . . . . . . . . . . 3 7 .0 Laboralory Testing Program . . . . . . . . . . . . . . . . . • 3 . -::-~ ... 8.0 tleology • • '" . . . •· . • • . . • • • . . • • • . . • • • • 3 \ 9.0 Oeoloslc Hazards • . . . . . . . . . • . . . . . . . . . . . . . 4 10.0 Conclusions and RecommemJalions . . . . . . . . . . . . . . 8 l l. 0 Bxls_lln1 Slopes • • . . . . . . . . . . . . . . . . . . . . . . . IO 12.0 foundation Recommendations ............... , 11 13.0 Recommended Pavement Sections . . . . . . . . . . . . . . 14 14.0 Subgrade Subbase and Aggregate Base . . . . . . . . . . . 16 - 15.0 Retaining Walls . • . . . . . . . • . . . . . . . . . . . . . . 16 . I 16.0 Llmllallons of Investigation . . . . . . . . . . . . • . . • • 18 I ' , ·" TAOLB OP CONTBNl'S JIAOBTWO FIOURl!S: FIOURB 1 -SITE INDEX MAP PIOURB 2 -PROPOSED SITE STRUCTURES AND BORING LOCATIONS APPBNDICBS: APPBNDIX A -REFERENCES APPENDIX D -PIEUJ INVESTIGATION APPENDIX C -LADORATOR Y RESULTS ... , ·. . .. : .~. •. , '(' '(; Ueulechnlcal Evaluation and Recon11ne1idalions ' Page I Proposed Commercial Development Loi 46, Carlsbad Research Center November 2l, 1995 CTE Job No. 101537 1.0 BACKGROUND The site consists of a mass-graded, roughly rectangular, lot al the norlheast corner of the Intersection of Faraday Avenue and Rutherford Court within lhe Carlsbad Research Center, Carlsbad, Callfonua. Figure I is a map showing the location of the site. According lo San Vlego Technical Consullanis, Inc. (1988), rough grading of lhe site area occurred betwee,, July 1-986 and November 1988. Appendix A is a list of references used In generaling this report. 2.0 SCOPE OF SERVICES the scope of services provided for in this investigation included: • Subsurface exploration including excavation and field logging of four shallow exploratory borings; • Oeologlc and soils engineering analysis of field dala and laboralory datai • A review of the geolechnlcal and geologic reporls perlinent lo lhe project sire; • A review of grading pla11s pertinent lo past sile grading operalions; • Preparation of this report presenling our findings, conclusions, and recommemlalions pertaining to the soil engineering aspecls of lhe proposed site developmenls . . 3.0 SIJE DESCRIPTUlli Topographically, Che 2. 88-acre sile is generally flally graded wilh a slight uphill gradienl co 1hc nortJ1east. According lo lhc provided as-graded lopographic sire elevation, the elevations vary from approximately 260 to 264 fee.I above sea level. An appmximalely 15 foot high ascemllns . .. I ! , '{ .x Ueolechnlcal Evaluatlon and Recommemfations Page 2 l'roposed Commercial Development l.ut 46, Carlsbad Research Cenler November 22, 1995 CTE Job No. 101537 sh,1,e ronns the eastern boundary or the site. Faraday Avenue, Rutherford Court and the undeveloped Lo~ 45 form the southern, western and norlhern boundaries of the site. 4.0 PROPOSED DEV,ELOPMENT The proposed development Is to consist of a 42,500 square fool, single-story concrete tilt-up I alrocture whit assoclaled pa~king/drive area and utilities. 5.0 SITILINYESTIOATION The site Investigation was conducted by a Constrnction Testing & Engineering, Inc. (CTE) staff 1eologlst on· November 9, 1995. The investigation consisted of a surficial reconnaissance and subsurface, oxploratlon. Four borings were excavated using a truck-mounted, hollow-stem auger drill rig to evaluale the shallow subsurface geology. Doring logs ·(Figures DI through D4 in Appendix D) contaio geologic descriptions or materials logged by .our personnel. Figure 2 (Boring Location and Proposed Site Plan) depicts the approximate boring locations. Dlslurbed and relatively undisturbed samples of lhe subsurface soils were obtained for laboratory analysis. Relatively undlslurbcd sam1>les of lhe subsurface soils Were oblalned using spilt-spoon and modified-California samplers driven lhrough lhe hollow-slem augers with a 140-lb. welghl. Tlie ·number or blows required to drive lhe samplers were recorded on lhe boring logs. Samples ,, ' ., , . , (' '.i: Oeolecbnlcal Evaluallon and Recommendalions Proposed Commercial DevcHopment Loi 46, Carlsbad Research Center November 22, 199.5 Page 3 CTE Job No. 101537 were described In lhe field using. the Unified Soil Classification System (USCS) and samples were retained an~ carefully sealed for shipment 10 the CTE laboratory. 6.0 AS-GRADED CONDITIONS Site exa,loratlon and review or the reference rQugh grading plan indicate that the site is a cul building pad. Based on hlslorlcal topographic dala, up to approximately 30 feet of soil was removed from the sile lo create the current topograp_hy. Acconling lo San Diego Oeoteclmical Consullants ( 1988) the grading was accomplished with conventional techniques. 7.0 LAHORATORY TESTING PROGRAM Laboratory tests were conducted on representative samples for the pu1110se of classinca1icm, and delenulnallcm of soil J>hyslcal properlies and engineering characteristics. The tesling program Included maxhnum density /optimuni moisture content, expansion polential, R-Value, particle size analysis, and Atterberg limits. Appendix C contains descriptions of Che test methods and summaries or the results. Field descriptions uf the soils were modified, as needed, based on the laboratory r~sults~ 8,0 GEOLOGY a. I Qeneral Settln1 The site, al an approximate elevalion of 260 feel above mean sea level, lies within the coastal porilon of Ille San Diego area. Coastal San Diego Is characlerized by a series of uplifle,I marine I ·~ • I f_ 'x. Oeoleclmlcal Evaluation and Recommendations rropnsed Commercial Development tot 46, Carlsbad Research Center November 22, 1995 Page 4 CTE Job No. 101537 lerraces locally Incised by streams. These streams incised a number of subsidiary and main canyons Into th~ terraces.. Oeomorphically, the site appears lo lie near the crest of one of the u1,t1Ued marine terraces and Immediately north of one of the former subsidiary canyons. 1,2 Oeolo1lc Conditions . Based on aeofoglc observation and previous geologic mapping by San Diego Oeolechnical Consullanls (1988) the sile is underlain by siltstone unils of the Cretaceous Point Loma Furmatlon. Field observations Indicate the silfstone is very dense wilh numerous concretions . (~~~en_led blocks). 1,3 Groundwater Conditlory No 1rou11dwaler was encountered lo the maximum explored depth of 12.S fl>g. Groundwater Is not expected to Impact tJ1e improvements if proper surface drainage is maintained. 9.0 GEOLOGIC HAZARDS P, I Fau1tin1 and Selsmlcit.Y Based on sUe recoMalssance, information from our exploratory borings, and fl review of pertinent aeofoalc llteralure, It Is our opinion that the site is not localed on any active faull traces. The Rose Canyon Faull, localed approximately 7 .S miles west of the site is the closest acilve fault. An active fault is defined by the California Division of Mines and Oeolosy .,' ... . . . . . ' , , :C ~ Oeolechnlcal Evaluation and Recommendalions Page S Proposed Conunerclal Development Lot 46, Carlsbad Research Center November 22, I 995 CTE Job No. 101537 (COMO) as a fault with evidence of activily during the lfolocene (approximately the last l J ,000 years). Other nearby acl_lve faults are the San Clemente Fault Zone (approximately 55 miles to • I the southwest); the Elsinore and San Jacinto Faults (approximately 22 and 45 miles to the nortbea~t); and the San Andreas Fault (approximately 65 miles to the· east-northeast). Table: t b_elQW, .Is a Sl!IIJlllary of the principal regional faulls considered most likely to rupture :;r'.~>J;.,-~/1.~.;:;,i.."!..-t,., .),~,!..:,~ ......... ._ ...... , ..... ~ ..... --... ~ ••• ~nfl. pq~$1~1y lnc_Juce strong ground shaking at the site during the useful life of the proposed conslructJon. Included In the Table is a summary o( each fauU's seismic cha~acleristics. tf :~ f ~ ·. { t ·· : .. .. .. --t: .. /!; :' r-• tinLn·'1 · • A"•, • .. : \'~ • ! : : ... ~;. ··: {!"i -:·: .. -.,· . .. ' SEISMICITY FOR MAJOR FAlJJ.,T~ '·"' .;: -~ :_· ' - -FAULT ZOtfB . ESTIMATED ESTlf.lATllD PEAK BEDROCK REPEAT ABl.B 111011 DISTANCE AtlD rROBABI.E ACCEI.ERA TION OllOUND ACCEI.EU l lOH DIRECTION FllOM EARTHQUAKE (In 0-form)(2> (In O roicc,)(2) SITE (miles) MAONITUDE (I) . J\ose 1.S W 7.0 0.43 0.28 'canyon ' San Jacinto 45 NB 1.5 0.12 .. ~~n Andreas 6S NE 8.3 · 0.09 San SS SW 6.7 o.os . Clemente - Elsinore (, ~ t . .J •• .-' t ! .. : 22 NE_ ' ! ... ,. ' 1.5 . : .. 0.27 I. Seismic Safely:.$1udy, CJly of San Diego (1974) & Bonilla (1970) 2. Ploessel and Slosson (1974) I •1 -~.,.--? ..... 0.12 0.09 0.05 0.27 .· _./ • ' '(_ i: Oeotechnlcal Evaluation and Recommem.lations Proposed Commercial Developmenl l..ol· 46, Carlsbad Research Ceuler November 22,. l 99S 2,4 I1unaml1 and Sclchc fiy1h1iUi<10 Page 7 CTB Job No. 101537 The sit~ Is located approximalely 4 miles east of &be Pacific Ocean at an elevation of approximately 260 feel and is &herefore most likely not subject lo lsunami related damage. No slsniflcanl bodies of water are located in lhe immediaae site vicinity which could induce seiche damase, P,5 L,nd1lldin1 Potential site specific deep-sealed landsliding hazards were mitigated during &he mass grading ope~allons. Landsliding is lherefore nol considered a significant hazard wilhin or lmmedialely ~djacent lo the proposed building area. 9.6 Compressible Solla Based on geologic observation and laboratory. testing, &he Point Loma Formation malerial$ C1'hibit low compressibility characteristics and are considered suitable for stmc&ure support. P;7 Expansive Soila Soils encountered during the subsurface investigation were generally found &o consist of very dense siltstone exhibiting moderate expansion potential. Disturbed surface soils exhibi&ed slsn• of shrink-swell slresses (the rocks iended. to disaggregate inlo thick flakes). Recommendallona for earthwork and foundation constmction are presenaed in Sections JO.O and 12.0 of this rcpnrl. .J 5:. • Oeolechnlcal Evaluation and Recommendations Proposed Commercial Development Lot 46, Carlsbad Research Center November 22, 1995 Page 8 CTE Job No. JO I 537 . IJased on our geoleclmical investigation, it is our opinion that the proposed developmena is feasible from a geolechnical slandpoinl provided lhe following recommendalions are incorpora1ett lnlo lhe design and cons1ruction of .the subject project. The following sections discus$ the principal geoleclmlcal concerns affecling proposed development, grading, and foundation design recommendations which should be lmplemenled during site construction. 10.1 s110 Preparation Prior to grading, the sire should be cleared of loose soil, debris, and vegelation. Vegetation and debris should be disposed of off site. _ Io. 2 compacted Pills Areas to receive fill and/or 01her surf ace improvements should be scarified to a deplh of approxlmalely 12 Inches. broughl lo near oplimum moisture conlent, and recompacted lo al leasl 90 percent relative compaction (based on ASTM D1557) . . Fill plac~ment should be perfom1ed in lifts of uniform depth. The oplimum lifl lhickness 10 produce a-uniformly compacted fill will depend on the type and size of compaction e,1ulpmenl used. In seneral, fill should be placed in uniform compacted lifls nol exceediou 8 lnche• In lhickne·ss. Fill soils should be placed at a minimum of 90 percent rela1ive compuc1ion (bused on ~STM DISS7) at a water content betwe~n oplhnum and oplimum plus 4 percenl. t•laccmena . ' ' t X Oeolecbnlcal Evaluation and Recommendations Proposed Commercial Development Loi 46, Carlsbad Research Cenler November 22, 199.5 Page 9 CTE Job No. 101537 and compactloil of fill should be performed in acconJaoce with local grading ordinances under lhe ob$ervallon and testing of the geotechnical consullanl. fill soils (imported and on-&ile) should be granular wilh JOO percent of the material less than 6 inches in maximum dimension. Fill soils placed within· 3 feet of finish grade should have an expansion index less than or equal to 50 (per uec 29.a2). 10.3 Trench Excavalion and Backfill The 011-slte soils may generally be suitable as trench backfill provided they are screened of material over 6 Inches In diameler and organic mailer. Trench backfill should be compacted in uniform lifls (not exceeding 8 inches in compacted thickness) by mechanical means lo al least ' . 90 percent relative compacllon (ASTM D1.557). 10,4 Temporaa Consrnu:lion Slope§ Provided below are sloping tec~mmencJalions for unshored lemporary excavalions. The recommended slopes should be relalively stable.against deep sealed failure. but may experience localized sloughing. The recommended slopes are based on the assumplion that excavation side · walls wJJI be comprised of moderalely cemenled silly sandstone or previously disturbed cohesive soils. Natural sillslone exposures are considered lo be Type A and previously disturbed cohesive soils arc cpnsldercd lo be Type n as defined by Cal-OSHA. Sloping of Type A and n solls nrc set forth In the followlna Table 2. wr:· · .. · .. · ,' .. ~ . ' . ' I .,: }, Oeolechnlcal Hvalualion and RecommemJa1ions Proposed Commercial Development Page 10 Lot 46, Carlsbad Research Center November 22, 1995 CTE Job No. IOIS37 UIUJU . BECOMMflliO(ff} S(_Offi RATIOS SOIL TYPE SLOPE RAflO tvlAXIMU1vf (flodz.ontal:Vutlcal) IJEIOUT ... : .. A 3/4: I (MAX.) 20 FT I D I: I (MAX.) 20 FT Aclual field conditions and soil 1ype designations must be verified by a "competent person" In accordance with Caf-OSIIA regula1ions. Also, lhe above sloping recommenda1ions do not allow for surcharge loading at the top of slopes by equipmenl or malerials. Appropriate surcharge setback must be mainlalned from lhe top of all unshored slopes. ·I J 1.0. EXISl]NO. SLOPES Existing site slopes were examined and evaluaced based on observed soil concJilions and gradins methods described In the as-built report. Presently, existing site slopes consist of approximately 2~ I (horlzonlal:venical) cul slopes along lhe eastern boundary of the sile. We recommend lhaa all permanent slopes, cut and .fill, be graded al a maximum slope of 2: I. Evaluation using lhc Janbu · mclhod and conservative escimated soil parameters of ,t, = 30° and C = 200 psf Indicate a factor or safely In excess o(I .S for the existing slopes. Oeolechnlcal Evaluation and Recommendations Proposed Commercial Development l..ol 46, Carlsbad Research Center November 22, 199.S Page II CTE Job No. 10.1537 Allhough sraded and existing slopes on this sile should be grossly slable, Che soils will be somewhat erodible. Therefore, runoff water should not be permiued lo drain over the edges of slopes unless that water Is confined to properly designed and constrncted drainage facililies. Additionally, slopes should be planted and maintained wil11 erosion resisaant vegelalion. 12.0 FOlJtlll.AT(Ofi RECOMMiililM.IJ!lliS J 2, I_ Qcocral The following recommendations are for 1nelimi11ary planning purposes only. Addi&ional fine: grading as recommended herein is anticipated prior lo sile development. Foundation recommendations should be reviewed after completion of earthWork,and review of laboralory testing of near surface soils when grading is complete. Specific structural lnfonnation was not available al the time of this report. However, t>ased on our experience, it Is anticipated 01at structural loads will be on the order of 125 kips maximum loads for columns and S.O kips per lineal foot for walls. In the event the above assumptions arc not correct, the conclusions and recommendations conlained in this report shall not be considered ·valid unlcs• reviewed and modified. 't' ':( Oeolechnlcal Evalualion and Recommern.Jalions Proposed-Commercial Development Loi 46, Carlsbad Research Cenler November 22, 1995 U,2 FoundaCloos -Spread fooling1 Page 12 CTE Job No. IOI.S37 We have provided design paramelers for spread footings .bearing enlirely on formational material or entirely on compacled fill. No fooling should slraddle a cul/fill interface. Preliminary design paramelers are outlined In lhe following Table 3: -TAPLfi 3 PfiEl-llvl H~Al!YJ2fi.SJGli.fd!l AM fffflM Mininmm Vertical Coefficienl Passive Footing DepUa Dearing .of Friclion E~rHt ~f Fooling (psi) Pf~~'!lf~ -'' fnche, •' (pP.f) ·.,,. "' . : fo1ma1ion Cumpx~td fill : .• .. =? : . : .. . . . .. / .... Continuous ~18 3500 2500 ' 0.35 300 Isolated 18 3500 2500 0.35 300 The minimum ~ldlb recommended for all footings~ inches. All conlinuous footings should /' be reinforced with a minimum of two No. 5 reinforcing bars, lop and boUom. All footins ~eplhs should be measured from lhe lowest adjacenl ground surface or pad grade, whichever I• lowest. Tbc bearing values indicated above are for the lolal of dead plus live loads and may be Increased by a maximum of one lhird for short duradon loading such as the effects of wind or seismic forces. When combining passive pressure and friction for lateral resislancc, the pa11lvo component should be reduced by one lhlrd. I I Oeoleclmlcal Evaluallon and Recommendalions Proposed Commercial Development Lot 46, Carlsbad Research Cent er Page 13 November 22, 1995 CTB Job No. IOIS37 IZ,J Im••mcm1 of Cut/fill Icanilimn . . based 011Jbc refalively fJal site lopogrnphy, we anlicipale shallow cut and fill will be required 10 create the level building pad. To_ mltlgale the adverse effects due lo lhe suspected underlying 1ransi1ion condition all footings should be embedded .entirely in competent formalional materials or entirely in compacted fill. Where foundations are embedded.entirely-in comp~tenl formal.ional malerials, we recommend y' . the upper 1.0 foot of the cut pad area be overexcavaled and replaced as properly compacled fill. Where foundations are embedded entirely in co,npacled fill, the entire building ~rea should be . . . overexcavated to provide a minimum of r(."5 feet of compacted filf benealh all found!!IRDS,. . ____ _._ ...... Including deepened loading dock foollngs. 12.4 foundation Seulerocmt The polcntlal for foundation seUlemenl should be analyzed once foundation loads are known. In general, for anticipated staled column and wall loads founded on entirely formallonal materhd, the maximum lotal and differential settlement is expected lo be less lhan I /4 inch. 12,j Cmtc:1110 Slab-Oo-Orado J / , Concrcle slabs-on-Brade should be at least 4 inches :ii( for llghl lrldus1rLfoad,. A1 • min~mum, concrete slabs should be reinforced wilh No. 3 reinforcing bars on 18 inch ccnlers. All slab reinforcement should be properly supported to ensure placement near mld-helghl of lho .. . ... .. .. -·-···-... ...... .. . -· .......... .,, .. '( ' t Oeolecfanlcal Evaluation and Reconunendalions Proposed Commercial Development Lot 46, c,rlsbad Research Center November 22, l 99.S Page 14 CTE Job No. 101537 concrele. All slab areas should he underlain by a minimum of awo inches of clean sand (Sand ..... ::·-·:·:.--~":":: .. :~.:.."""""'·-.. -- Equivalent > · 30). Special design consideration should be given lo &be type of business, and lhe building Intended use. Heavy machinery or vehicular loads may require thicker slab and Increased reinforcement. .~r\.-.·· In moisture senslllve floor areas, slabs should be underlain by a vapor. barrier conslsling of a ~ . minimum of six mil polyelhylene sheeting or equivalenl membrane wilh all laps sealed. This membrane should be pla~ed over an inch of clean sand and covered wilh a minimum of one inch I of san~ ,lo protect lhe sheeling during concrete placement operations. 12~6 Foupdatlpn Setback Based on the proposed building orie1?Jation, it is our understanding thal the building's foumlallon . ' / will not be conslrucled within 1«rree1 of any downward trending slopes. Footings f~r building• should be designed such that the minimum horizontal distance from &he top of adjacent slope to the outer edge of Che footing is one-half of the slope height lo a maximum value of IS feel. 13,0 RECOMMlillilEP PAYJ!.MfilfLlfikIIQliS j Preliminary pavement sections presented below are based on representalive area "R" Value dala. TIie pavement design Is based on California Deparamenl of Trans1>0rlation llighway Manual aoll on lra(flc Indexes as indicated In Table 4 below. ll!i'"-··· w:.~:~.:-. • 'l ( \ Oeoteclmlcal Evaluallon and Recommendations Proposed Commercial Development Lot 46, Carlsbad Research Center November 22, 1995 .. . Page 15 CTE Job No. 101537 ..... ) IAULILi ,ASPHALT P AYfMENT OESIGN Traffic Area Traffic Subgrade AC Cl~s~ H Index "R" Value Thi~k~~S$ A~ff B~$.~f ~.ff~§~ , (inches) · Thl¢fm~ .. · : :-····-....... ,, , .. : (1 ·· 11ei> = ···-, .. . P. .. ' . { ... .. . . . .... . . .,_fl.I tv .• n.:. 6.0 (r,,.1.. .. ./'• ---... ) Truck Drive/Loading Areas 23 ···.g .. -.... -·t· ..... ·-... ..,. .. -~ .... ··" --·1 .,~ ..... ;J Auto Parking Areas 4.5 ·23 ( 2.~ .. : ... . ,·" 7 . ..... f--~:· . 13, I Porlland Cement Concrete Pavements ' We uiuierstand that parking and drive areas may ~e paved wilb concrete· pavement. The ·concrete pavement for drive areas has heen designed assuming single axle loads of rs kips, 10 · repetitions per day. The above assumed values reflect light industrial lraffic loads. The corresponding pavement design may not be ade,1uale for larger axle loads and traffic volume. •' .. . . .. . ~-~-··--··-~ ..... ~DLE S / CONQ!ETJ! fAVnMfilf[JlHSIOtl Traffic Area \. ... Suh grade R-Value PCC Thickness (inches) ·---· -· i Truck Drive/ 23 (.~.J ., ' Loading Areas j Auto Par~lns Areas :•,.....:. ~., .. 23 ((j;l:1' , , • Oeolechnlcal Evalualion and Recommendations Proposed Commercial Dcvelopme111 Lot 46, Carlsbad Research Cenler November 22, 1995 Page 16 CTB Job No. 101537 Concrele used for pavemenl areas should possess a minimum 600 psi modulus of mplurc. Pavements should be conslrucled in accordance with induslry standards. Confirmatory R-Value testing should be performed upon complelion of pavement subgrade areas. 14.0 SUDGRA12ILSUDDASfi.htlD AOORlillATB DASfl All aggregate base malerlals and subgrade malerials where asphalt or concrele pavemenls are lo be placed on grade should be compacled lo a minimum relative compacdon of 9S percent of tho laboratory standard. Whetc light, dislress-sensil'ive, hardscape improvements are proposed, we recommend removal of all loose surficlal soil. At a minimum, these areas should he scarified lo a minimum depth of 12 Inches and recompacted lo a minimum of 90 percent of lhe laboratory standard. 15.o .RETAIN(NO WAW Should ~etalnlng walls be conslmcled at lhe site, the following guidelines shall be em1>loyed. Retaining walls that arc unreslrained (free lo move al the top), should be designed using the active earth pressure. For restrained Willls (tlie lop braced lo prevent movement) the at-rest I -earth pressure sbpuld be used. These pressures can be taken as the equivalent Ot1ld pressure:,, In pound, per cubic foot, alven below: Ocolechnlcal Bvalualion and Recommendations · Propose<t Commercial Development tot 46, Carlsbad Researcla Center November 22, 1995 PackOII TYpe and Coodillon Native Soll, Level Backfill Native ·soil, 2: l Backfill Oranular Soll, Level Backfill · Oranular Soll, 2: I Backfill Aftm 6S pcf 85 pcf 38 pcf 58 pcf Page l7 CTB Job No. 101537 t\C-Rc1& 80 pcf IIS pcf 60 pcf 95 pcf These pressures depend on the assumplion that the soil behind &he wall is compacled ao 90,£ of maximum dry density at the optimum moislure content. They also require that no free groundwater be present and that slgnificanl surcharge loads not exisl wilhin a zone defined by I f a one-to-one plane projected back from the base of the wall. In all cases, adequate drains should be placed .behind the walls lo relieve hydroslatic pressures. Walls subject lo loads should .be designed for ll~e ecauivalcnl fluid pressures above, 1>111s an addillonal unifonnly distribtlled pressur~ caused by the load. Clayey soils wilh an Expansion Index of SO or more should not be used as bacJdill. Project plans should· clearly stale that use of granular backfill is required where thal option has been selec&ed. We should be conlac1ed for specific recommenda1lons if relaining walls on this sire do not conform 10 lhe assumpllons statelt above. In addition, we recommend that only light, hand-operated equipmenl be used 10 compacl backfill behind walls. The backfill should not be over-compacled, as excessive compaction loads will Increase earth pressures above the values given above. . . ~. . ... • I _'• ~= •• ! Oeoleclmlcal Evaluaaion and Recommendations Proposed Commercial Development Lot 46, Carlsbad Research Cenler November 22, l 995 J6.0 UMIIA.JIONS OEJliYliS.TlfiATIQtl Page 18 CTE Job No. 101537 Our Investigation was perfom1ed using lhe degree of care and skill ordinarily exercised, under I similar circumstances. by reputable Soils Engineers and Geologists practicing in lhis or similar localilles. No olher warranty, expressed or implied, is made as lo lhe conclusioos and professional advice Included In this report. The samples taken and used for testing and the observations made are believed represenlallvc of lhe entire projecl; however, soil and geologic conditions can vary slgnificanlly be&ween boreholes and surface exposures. As in mosl major projects, conditions reve~led by excavalion may be in \'ariance with preliminary findings.· If this occurs, th~ changed conditions musl be evaluated by lhc Project Soils Engineer and Geologist and designs adjusled as required or allernale designs recommended. This report Is issued wilh the understanding lhal it is lhe responsibilily of lhe owner, or of his represenlalive, lo ensure lhat lhe informalioo and recommendations conlained herein are brougbl lo the attention of the archilecl and engineer for lhe project amJ incorporated into the plans, and lbe necessary sleps are laken to see lhal lhe ·conlraclor and subconlraclors carry oul such recommendations in lhc field. Oeotechnlcal Evaluallon and Recommendations Proposed Commercial Development Loi 46, Carlsbad Research Center November 22, I 995 Page 19 CTB Job No. 101537 The findings of this report a.re valid as of ahe present date. llowever, changes In the conditions or a pr~perty can occur· with the passage of lime, whether they be due lo natural processes or the works of man on lhis or adjacent propenles. In addition, changes in applicable or approprlale standards may occur, whether they resuU from legislation or lhe broadening of knowledso, Accordingly, the findings of this report may be invalidated wholly or partially by changea outside our control. Therefore, &his report is subjecl lo review and should be updaled after a period of three years. l(i. I UolfonnHY of Condilfons The recommendations and opinions expressed in this report reflecl our best estimate of the project requlremenls based on an evaluation of the subsurface soil conditions encountered al the subsurface explorallon locallons and the assumption that the soil condilions do nol deviate I appreciably from those encountered. It should be recognized that the perfonnancc of the foundallons and/or cut and fill slopes may be influenced by undisclosed or unforeseen variation, • I in the soil condlllons that may occur in lhe inlerniediale and unexplored areas . . :. ... •" J ( ~ Oeotechnlcal Evaluation and Recommendalions Proposed Commercial Development Lot 46, Carlsbad Rcsearcla Center November 22, 1995 Page 20 CTB Job No. 101537 A11y unusual conditions not covered in this report that may be encountered during &lie development should be brought to the allention of the soils engineer so that he may make modlflcalfon1 If necessary. The opportunlly to be of service Is appreciated. If you have any questions regarding testins I conducted, observations made during construction or recommendations presented herein, pleas~ do not hesllale 10 contact this office. Respectfully submlUed, . ,.,j l L r-~,'-~_,, t• 1jecl Geologisl , ifl--i; ~ 6 ~v Rodney D. Ballard, OE 12173 OcotechnJcal Engineering Manager RDD:lm cc: File/Copy/101537.REP j C0Ns·1·tmc·1·10N TESTING & ENmNEEIUNG, INC • ------,_., .... 0 1('4 112 I MILES iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii 0 1320 28-iO 5280 FEET .. . -.,,. ·~· . .. , ,, ~ / ,, ' I SITE INDEX MAP LOT 46, RUTHERFORD ROAD CARLSBAD, CALIFORNIA ... l ... • --;.. ... --'~ .......... ,.. .. /.,-" ' IPVBCE; n1d.tAs BROTHERS MAPS I 1 ~--•-995_sA_N_o_,e_o_o_eo_1._T10_" __ ___, __ ~ JOB NUMBER: 10-1537 DATE: 11/96 FIGURE: 1 ,..,rv·•1nC'O..t/\ t&'ITUl1'CYUJDt"'VCl ..... • • -• • J • . .. , . . I • --~·., .. -,;-. :· J' • :·· , .... 7," •· ... · APPENDIX A REFERENCES I ,,. . . :,··:· ' , ,: l; )- (Job No. I0U37) I. 2. 3. 4. s. 6. 7. 8. 9. 10. 11. 12. APPENDIX A RJ!fERENCJ;S Bowles, J.E., 1982, "foundalion Analysis and Design," McGraw lliU. California Division of Mines and Geology, 1975. "Character and Recency of faulting, San Diego Metropolitan Area, California 11 , Special Report 123 California Division of Mines and Geology, 1992-Revised. "Fault-Rupture llazard Zones in California," Special Publication 42. Codulo, D.P., 1994, "Foundation Design", Prentice llall. Das, B.M., 1983, "Advanced Soil Mechanics", Hemisphere Publishing Corporation. Department of the Navy, 1982, "Soil Mechanics Design Manual", Naval Facilities Engineering Command. Gastil, 0. Higley; R., 1977. "Guide to San Diego Area Straligraphy, "The Edwio C. Allison Center, San Diego Stale University. <Jreensfelder, R.W., 1974. "Maximum Credible Rock .Acceleration from Earthquakes in California, "Map Sheet 23. llollz, R. D., I 981, "An Introduction to Geotechnical Engineering", Prentice I I all. Kennedy, M.P., 1975. "Geology of the San Diego Metropolitan Area, California, "California Division of Mines and Geology, Uulletin 200. Peck, R.8., 1974, "Foundation Engineering", John Wiley & Sons, hie. San Diego Geotechnical Consultants. Inc., J 988, "As-Graded Oeoteclmlcal Reporcs, Carlsbad Research Center, Phases 11, IV arnJ V, Carlsbad, California" (Consullanl Report) prepared for The Koll Company, 7730 Engineer l(uad, San Diego, California 92111 • ~PPENPJX D FIEI..D INVESTIGATION ... ,. •• a , . ~ ... ·: . ·:. --~ ~ . ·,•-;_ .. -. \ . ,'• . ,. . .. ~ . ' '• ... CoNsTnucTtoN 'f ESTING & ENmNEEIUNn, INC. DEFINITION OF TERMS PRIMARY DIVISIONS SECONDARY ONISIONS GRAVELS ! MORE TtlAN U1 tlAI.F OF 3 u.O .... !JI ul ... ti COARSE _ 1_ ~ -~rn ~"! FRAC J IOt I IS ~ l.ARGER Tl IAtl f MO. 4 SIEVE F !!! ~ , __ S_A_N_D_S __ w UJ ~ ~-MORE TIIAN 1 g P.i d ttALF OF .. ,::; Z COARSE I FRACTION IS SMALLER THAN NO. 4 SIEVE Cl.EAN GRAVELS < s~, FU ,es GRAVEl S WIIII FIIIES CLEAU SAl·IOS -c 5~, FINES SANDS WITH FUIES WEI l. GRADED GRAVELS, GRAVEL-SAUD MIXTURES. ______ l 11 HE OR UO fltlES .,_,...___._..a __ ..,..., PoORL Y GRADED GRAVEL s on GRAVE~L .,,...sA,,...,.t=m-e-M=1x..._,,1,.,...u.,...ne_s __ l II TIE OR 110 fltlES -S-ll-TY-G-,R--A-V-El_S_, -G-RAVEL-SAtm-s11 T MIXTURES, uou. PLASTIC fltlES cfA-YE_Y_G-RA_V_E_l s-. -GRA VEl~SAt1=0-.c.,..., A-Y--M1·-x1-,-JR-E-S,- Pl AS TIC flllES WEl l GRADED SANDS. GRAVETIVsA-~=m-s.-t=1r-n-E_O_R_II_O_ fltlES POORLY GRADED SAtlOS OR GRAVELLY SAIIDS. llTTLE OR NO flUES SIL TY SAflDS, SAND-Sil T MIXTURES, 11011 PLASTIC flUES ftlGHL Y ORGANIC SOILS GRAIN SIZES ADDITIONAL TESTS (OTHER THAN BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density GS-Grain Size Distribution SE-Sand f:qulvalent EI-Expansion Index . CMM~ Sulfate and Chloride Content,· ptf, Resistivity PM-Permeability SG-Specific Gravity f IA-Hydrometer Analysis AL-Alterberg Limits RV-R Value CN-Consolidalion PP-Pocket Penelromeler WA-Wash Analysis OS-Direct Shear UC-Unconrined Compression MO-Moisture/Density SC-Swell/Compression I FIGURE: PL 1 :, ~-it~· . CLIENT/PROJECT: C TE JOB NUMBER: LOGGED BY: ~RILLER: • J! l I l C ,. .. IC 0. -~- . .. - J ~ - -5- -~ -- -,J --""' 10--/ ..J ----- .-- ,J ------ 15., - - ---- - 20- NR Ci:' u ~ ~ I & it-0 - ,~ .... CONS1RUCT10N TESTING AND ENGINEERING, INC. TEST BORING RECORD SHEET: of DRILLING DA TE: ELEVATION: DRILLING METHOD: B BORING LEGEND l J ! ( 11 I . .SI .I . l I ca • Jr :I u DESCRIPTION • ca <' • :> I Block or Chunk Sample Bulk Sample Thin Walled Army Corp. of Engineers Sa'11pler \ Standard Penetration Test Modified Split-Barrel Drive Sampler (Cal Sampler) J-tanct Driven Thin Walled Sampler I ! --'-~ Groundwater Table ----- ~ ----~: --------------- Formation Change (Approximate boundary between soil types) Blow Counts Not Recorded \ )~\1?!!fl~~.B_'.7~l!9i OS.GEOTI ~GB CVS IF1'11 IRF: Bl..?. #:' . .. · ..... CONSlRUCTION TESTING AND ENGINEERING, INC. 1 EST BORJNG RECORD SHEET: 1 OF 1 i= f_,,,,l 3z, PROJECT: LOT 46 DRILLING DATE: JOB NUMBER: 10-1537 ELEVATION: LOGGED BY: J. GOODMACUER DRILLING METHOD: DRILLER: TRI-COUNTY/ GEORGE ANO CREW • I !I 1 Ci:' B u g J L ! ii" I .II I I • t ca & . :I u • ca 0 • BORING: B-1 I DESCRIPTION 11/9/95 -260' 7" HSA DRIVE SAMPLING l 1 i l mo -o-"-1--1-----+--lf.--+--t--+-------------------------1-----t-0 ::, Dry .lo moist, gray lo dark gray, SILTSTONE -.. -.. -- -- -5- -- -- -- -10- -- -I 86/ t..-. 2· ML with minor shell fragments Very dense, moist. gray lo dark gray. Sil TSTONE, finely laminated with minor shell, organic debris .. Cuttings -as above. some concrellons coming up. Drill pressure-8,000 lbs. Very dense, dry, as above. concrellon (1") Reduce drill pressure -6,000 lbs. _ _ 50/ 17 3• ' .,_.~--=---1---1--11-----1---1.11 Cutlings: as ·above --Very dense, gray, as above Refusal to sampler @ 12.5' . -- -15- Total depth = 12.5' Boring backfilled with cuttings, tamped down. -- .. - .. - -- ·20- SPT SPT I lr.1n1 anr::. a.1 .f(;J,!lF;ES-119" 1537'100B la CVS .;sJ;;"'.~-;.": ·. ~ ··-· TEST BORJNG RECORD SHEET: 1 Of I PROJE·CW: LOT 46 DRILLING DATE: JOB NUMBER: 10-1537 ELEVATION: 11/9/95 -260' 7" HSA LOGGED BY: J. OOO0MACHER DRILLING METHOD: DRILLER: TRI-COUNTY/ GEORGE AND CREW DRIVE SAMPLING .. Ci:' B ! J ! I u l J BORING: B-2 I=, ! IJ ii' I .II I .I . l I C ca .! . ! J :I u DESCRIPTION • ~ ca C!) • 0 ::, -0 ML Loose, dry, ~rayish brown, SILTSTONE . -fragments, some oversize concretions ·-.. . -Becoming; dark gray, as above. . - -5-~ 50/ Very dense, dark gray, SILTSTONE wilh shell OS -_r_ ---and organic fragments . -Total depth= 5.5' . -Boring backfilled with cuttings, tamped down. '. I ~ .. . -- ·10- • -- . .. . .. . .. ·15- .. I .. .. ' I .. 20- IOUAESl10.IS37'1.008-21CVS IFIOI JRE: B-2 ,;~.:·,.: :_~ ': .. : I I CONSTRUCTION TESTING AND ENGINEERING, INC. 1 EST BORJNG RECORD SHEET: 1 OF 1 . ' , 'I PROJECT: LOT 46 JOB NUMBER: 10-1537 I LOGGED BY: J. GOODMACHER DRILLER: DRILLING DATE: ELEVATION: DRILLING METHOD: TRI-COUNTY/ GEORGE AND CREW BORING: B-3 DESCRIPTION a:-J u g J lb ! ·~ I . .SI I I . t co & . :I u . co C, • 11/9/95 -260' 7" HSA DRIVE SAMPLING -0-"'-""-1--+--+--+--+--f------~----------1----- Loose, dry lo moist, grayish brown, SILTSTONE with organic & shell fragments it' a :::, ML --Grinding on concretion --Becoming gray to dark gray --- 351 " On rock. Refusal lo sampler. ._ 5 _tg _ ~-_ ML 1 _ __.\ V~ttry d7nse. dry, d 1 ar 1 k gray s11LTSTONE · wt 1 minor organ c ragmen s Total depth = 5' Boring backfilled with cuttings, lamped ·down. -- -... -- -10- -.. -- -.. -.. -16,.; -- -- -- -- -20,.. r• o •••-••• • •----• -•• ••••• -- GS=ML AL l.-,0.1.1,,r:._.~--, ....... . , , . CONSTRUCTION TESTING AAU t:Nb1Nct:n1r.~, n'fll, lEST BORJNG RECORD Sf IEET: 1 OF 1 PflO)ECT: LOT 46 DRILLING DATE: JOB NUMBER: 10-1537 ELEVATION: 11/9/95 -260' 7" HSA LOGGED BY: J. GOODMACHER DRILLING METMOO: DRILLER: TRI-COUNTY/ GEORGE AND CREW DRIVE SAMPLING • Ci:' 1 .! ! BORING: B-4 ! I u @; J .. ,l I 11 ~ I . . SI I j . l I ca C ~ • I ... t-1 :I u DESCRIPTION • ~ ca 0 al Q • Q ::J -o ML Loose, dry lo moist, grayish brown, SILTSTONE --· with organic & shell fragments RV(• 31 -- --Becoming gray to dark gray . -- -5~-t7 50 . Very dense, dry, gray to dark gray SILTSTONE --\ with concretions. _ --Total depth = 5' Boring backfilled with cullings, tamped down. \ -- ""!' .. -.. -10- -... I -... ... ... -- -16-. -.. -- -- -- -20- ·, f ,:tnt IAt=· R-A \FIQl.lRES\10 IS3iit:0'7!1-l1 CV9 J~··:~·-_, " .. ' -. ' ' . ,, ,, APPENDIX c LABORATORY RESULTS ' .. ; . , , r----r-_,---...,--,r---r---Y---......--,----! • I -~ . I ·--·--·--·----·----•---1--1---· ~ -~ u' ~ ; ffid·~ d If ------ i ., I--1-·--·-1---·-! 1 a ---D ! o, ===-·.L. __ --_ -·-_-=----. ____ , a a , __ , __ ---"----·--_____ , __ ..... -.. .a ~ ~ .... I f ; t !'rf--,-.1----1--1--1--•--~--1--a.--•-- / .. I I .,,, .._--1-.a----J---lf__,..-•--------~-1~-1--_.. 2 .?II T •• ,, .... llill ----·--·--., T--·--·------·------·----.,.,, .... --·--··--·----·------·--·--., -· -•-"----·--·--·--__ , __ , __ , __ --·------· --·--·----------___ , __ ------·-·--·--·-------------_ ..... --··-·-------------§ 8 ~ 0 0 ... -DNISSY d lN3:lH3d . :·· ,: _.,. ~. : i= .... I ~· i 1-_.._ - d z ,§ ll 0 - . . ~ . "', I , • •• r , •J-, " eooo 8000 ,tOOO, (" 1-I 2000 1000 0 0 Sor No. C0Nsr1u1ur10N 'J11~s1111Nn & _l~NUINEEIUNO, I NC. I - I ' -•• I I I I 1000 2000 3000 4000 5000 NORMAL ITREH (PSFJ 8-2 Depth (ft) I Cohesion f Angle of Friction · 5' I 1594 an _ _, Sample _Q~scrlpllon SIL TY Cl.A Y/ CLAVEY SILT JOB NO.: 10-1s31 I SIIEAR STRENGTH TEST I FIGURE: . eooo ' C-2 . ,.. . ' , ,.. _,, • CoNs·1·nuc·1·mN. TESTING & ENmNEmUNG, INC. LOCATION B-3 '·· LOCATION DEPTH 8-3 2FEET • --··---•,.·--••nrtr,,...er,,c: it\:_'#,:•_·_::.'. ,,::;::·_.~·.-:= :::···.·::· ~~-·: . ' . ' . ~ ·: ._· . . ' r B-VALUE DEPTH RESULT 0-2 FEET 31 l;XfAHSIOH ltlD~X UBC 29-2 RESULT EXPANSION POTENTIAL 46 LOW SUMMARY OF OTHER LABORATORY RESULTS LOT 48, RUTHERFORD ROAD C C . ·JOB NUMBER: 10-1537 DATE: 11/81 FIGURE: C .. . _._:-' ·. , .·· ... • • ~-I'" •• . .. •' . :.. ~ / ' ' ~l ~(, l.J ,,.,.,,.~ ' 'i:. -. ~:,--1" . I • I • CER:('IFICATE OF COMPLIANCE Part1 of2 ENV-1 PROJECT NAME DATE ' BUILDING CONDITIONED FLOOR AREA I BUILDING TYPE NONRESIDENTIAL D HIQH RISE RESIDENTIAL D HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION ~ NEW·CONSTAUCTION D ADDITION D ALTERATION D UNCONDITIONED (Ale Allidavlt) METHOD OF ENVELOPE COMPLIANCE °gj COMPONEN,: D OVERALL ENVELOPE D PERFORMANCE STATEMENT OF COMPLIANCE ·/ · ' This Certificate of Compliance lists the building features and performance specifications needed to comply with Trtle 24, Parts 1 and ·s of the Calif omia Code of Regulations. This certificate applies only to building envelope requirements. The Principal Envelope Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and Worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the envelope · requirements contained in sections 110, 116 through 118, and 143 or 149 of Title 24, Part 6, Chapter 1. Please check one: I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this #1.e"".,__...UV\,iument as-the person responsible for its preparation; and that I am a civil engineer or architect. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section __ _ of the-------------,--Code to sign this document as the person responsible for its preparation; and for the following reason: _________________________ _ Indicate location on plans of Note Block for Mandatory Measures INSTRUCTIONS TO APPLICANT For detailed instructions on the use of this and all Energy ·Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. ENV-1: Required on plans for all submittals. Part.2 may be incorporated in schedules on plans. ENV-2: Used for all submittals; choose appropriate version depending on method of envelope c~liance. ENV-3: Optional. Use ~ default U-values are not used. Choose appropri;ate version for assembly U-value to be calculated. December 1991 , ' ( I CERTIFICATE OF COMPLIANCE Part2012 ENV-1 I PROJECT NAME .. J:61S OPAQUE SURFACES ASSEMBLY NAME (eg. Wall-1, Floor-1) INSULATION R-VALUE CONSTRUCTION TYPE WINDOWS WINDOW NAME (eg. WIOdow-1) k\ \J -\ W1J--2 ,• SKYLIGHTS SKYLIGHT NAME (eg. Sky-1) (eg. R-19, R-22, etc.) (eg. Block. Wood, Metal) fc?.-11 /'n ~r../L\A-iET!,. f?..-19 1-.\oon NO.OF FRAME TYPE PANES (eg. Wood. Metal, etc.) fl ME=:.TAL I Me:.-rAt- NO.OF FRAME TYPE PANES (eg. Wood, Metal, etc.) LOCATION/COMMENTS: (eg. Suspended Ceiling, Demising, etc.) EXTERIOR OVERHANG SHADE? CREDIT? N ~ ~ N SKYLIGHT MATERIAL (eg. Glass, Plastic, etc.) GLAZING TYPE :NOfth·o· (eg. aear, TN1tBd} (:~Iii:, GLAZING TYPE (eg. aaar, elc.) ;~,fo, :)f~U>y, ... ," ·-....,} .'• ' -,:-. : . : ' ·.· \ .. :t) ~~~~· t ,,I r 0 . ~ .... • ENVELOPE COMPONENT METHOD ENV-2 I PROJECT NAME . r.s,s WINDOW AREA CALCULATION SKYLIGHT AREA CALCULATION ROSS WALL 8 DISPLAY PER• i:-=;EA~G.;;;.;W;,;,;.A.._-4-.L.;::;..u...;-'-! 1-IM_ETE_R...,(D_P.,___--+--~"--.-ATRIUM HEIGHT ~ FT GWA X OA DPXI H the PROPOSED WINDOW AREA is gealer than tie MAXIMUM AIJ.OWABLE WINDOW AREA, then go k> another meltlOd. GREATER OF ~ ! I 3307 OPAQUE SURFACES MAXIMUM AU.OWABLE WINDOW AREA PROPOSED WINDOW AREA . r"< ... _J LIF, ... 1 ALLOWED%• .05 AU.OWED%• .1 ,OS IXl3750Q l=I 1875 ALLOWED% GR. ROOF AREA AU.OW. SKY. AREA If the ACTUAL SKYLIGHT AREA Is geatar than the ALLOWED SKYLIGHT AREA. then go to anolh9r meltlOd. t I ~ I ACTUAl!SKY. AREA ASSEMBLY U-VALUE* TABLE ASSEMBLY NAME (eg. Wall-1, Floor·1) TYPE HEAT INSULATION R•VALUE" VALUES? (ag. Root, Wall, Frmne) CAPACITY· PROPOSED MIN. ALLOWED PROPOSED YINI MAX. AU.OWED WALL. DD J2.00F DD DD DD DD • For each &Sffmbly type, meet the minimum Insulation R-value or the maximum assembly U-value. WINDOWS PROPOSED RSHG #OF OVERHANG PROP. ALLOW. PANES SC H V HN OHF RSHG RSHG I ' I I SKYLIGHTS SKYLIGHT NAME GLAZING #OF U·VALUE SHADING COEFFICIENT (eg. Sky-1, Sky-2) Tf.!ANSLUCENT I TRAJ'!~f>,ARENT PANES PROPOSED ALLOWED PROPOSED AU.OWED tJA o· D D D D D D D NomuldlJntia/ Cornplilr,oe Fotm Deotlmlw 1991 \ r :.· ... CERTIFICATE OF COMPLIANCE Part 1 of 3 MECH-1 PROJECT NAME BUILDING TYPE ~ NONRESIDENTIAL D HIGH RISE RESIDENTIAL D HOTEi.MOTEL GUEST ROOM PHASE OF CONSTRUCTION ~ NEW CONSTRUCTION .D ADDITION ,O ALTERATION ME1lfOO OF MECHANICAL '181 COMPLIANCE PRESCRIPTIVE D PERFORMANCE PROOF OF ENVELOPE COMPLIANCE ,o PREVIOUS ENVELOPE PERMIT ~ ENVELOPE COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Trtle 24, Parts 1 and 6 of the Galifomla Code of Regulations. This certificate applies only to building mechanical requirements. The Principal Mechanical Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other COflllllance fonns and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the mechanical requirements contained in sections 110through 115, 120through 124,140 through 142, 144 and 145. Please check one: . ~ I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer, mechanical engineer, or architect. D I affirm that I am eligible under the exemption to Division 3 of the Busin~ and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for Its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section __ _ of the ______________ Code to sign this document as the person responsible for its preparation; and for the following reason: Indicate location on plans of Note Block for Mandatory Measures INSTRUCTIONS TO APPLICANT For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. MECH-1: Required on plans for all submittals. Parts 2 & 3 may be incorporated in schedules on plans. MECH-2: Required for all submittals; choose appropriate version depending on method of mechanical cofll)liance. MECH-3 and MECH-4: Required for all submittals. DeoetnlHlr 1991 CERTIFICATE OF COMPLIANCE Part2013 MECH-1 SYSTEM FEATURES ..... lsvs_m_·_uNAM ____ e _____ ___.ll ~/?s lllAB"'A#§s 11-l _____ ....11 = TIME CONTROL s ~ SETBACK CONTROL B ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL ,w VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEAT AND COOL SUPPLY RESET? N VENTILATION B 13 OUTDOOR DAMPER CONTROL? ECONOMIZER TYPE 1'J OUTDOOR AIR CFM a::o HEATING EQUIP. TYPE I HIGH EFFIC.? _, -s~ .,vt. / J MAKE AND MODEL NUMBER rt VI I'\ "' . COOLING EQUIP. TYPE I HIGH EFFIC.? ' "1 wt vi I MAKE AND MODEL NUMBER tt ~ "' t1 / ........ I CODE TABLES: Enw 00da from table J:)elow into columns above. I HEAT PUMP THERMOSTAT? TIME CONTROL SETBACK CTRL. ISOLATION ZONES FANCONTROL S: Prog. SWitch H: Heating Enler nwnber of I: Inlet Vanes ELECTRIC HEAT? 0: Occupancy Sensor C: Cooling Isolation Zones. P: Variable Pitch M: Manual Timer B: Both V:VFD VAVIIINIIUII POSITION CONTROL? Y:Yes 0:0th« SIMULTANEOUS HEATICOOL? N:No VENTILATION OUTDOOR DAMPER ECONOMIZER O.A.CFM HEAT ANO COOL SUPPLY RESET? B: N.r Balance A:. Aub k.AA Enter Outdoor Ail C: OUtsld& N.r Cert. G: Gravity W:Watsr CFM. HIGH EFFICIENCY? M: OUL Nr Measure N:NotRequired Nola: lhil lhall bl no D: Demand Control INl lhan counn G on N: Natural MEC~. '- ___ _.,. OIH»tnlHlr 1991 ,-._ f :l' CERTIFICATE OF COMPLIANCE Part3of3 MECH-1 DUCT INSULATION SYSTEM NAME DUCTTYPE (Supply Relum, etc.) DUCT LOCATION (Roof, Plenum, etc.) r6Ufft..Y A-~E DIAOr -:,,4-4-mc.. PIPE INSULATION SYSTEM NAME NOTES TO FIELD • For Building Department Use Only DUCTTAPE ALLOWED? y N D~ DD DD DD DD DD DD DD DD DD DD DD DD DD INSULATION . REQUIRED? y N D DD DD DD DD DD DD DD DD DUCT INSULATION R-VALUE ~~, ~1991 MECHANICAL SIZING AND FAN POWER MECH-2 PROJECT NAME t--1 L r. , I A~/ A . ,,-A-1,,- ,-::;;;f -:.;;;, l-rrrf-"1 ~ Q~ l( V-I i._.,-q_ ~ DATE SYSTEM NAME I JI O 1~ A . 1? t:2. . L-l"TO ~~ 1:7-1 l.,i'-C NOTE: Provide one OOrrf of this tonn for each mechanical system when using the PrescrlptiVe Approach. SIZING and EQUIPMENT SELECTION 1, DESIGN CONDITIONS: COO½ING • OUTDOOR, ORY BULB TEMPERATURE & ~ • • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE Z.SIZJNO: • VENTILATION LOAD I ~a:c::, I TOTAL CFM (Ft:om MECH-4) WATTS/SF 1---- • ENVELOPE LOAD ·LIGHTING ·PEOPU; # OF PEOPLE (From MECH-4) • MISC. EQUIPMENT •OTHER ·OTHER 3. SELECTION: A. SAFETYIYIARMUP FACTOR 1----WATTS/SF (De9cribe) (Describe) B. MAXMUM ADJUSTED LOAD (Totals from above X safety/Warmup Factor) C. INSTALLED EQUIPMENT CAPACITY TOTALS , , IFUNE3-CISGREATERTHANUNE3-B,EXPLAIN Ot:l~ f)O\\JfU. ~s 100% Sl'v(.yf KBlu/Hr KBlu/Hr FAN POWER CONSUMPTION DESIGN BRAKE.HP TE: lncluda ody Ian aystlilrol exceecing 25 HP (SN §144). Total Fen Sysllilm Power Demand may not exceed 0.8 Walt$1CFM for constant voune systems Of 1.25 Walts/CFM tor VAV systlilros. 6,li Compliatl(» Fonn EFFICIENCY MOTOR DRIVE -(2) Bot~~ C!, ,-=3,70 6* NUMBER PEAKWATTS Cfll OF FANS Bx Ex746/(CX 0) (Supply Fans) TOTALS I II I TOTAL FAN SYSTEM I I POWER DEMAND _ . WATTS/ CFM --Col-. F-/ Col-. G_. ·.I ) ic: ~· / ZONE ~SIGN COOLING LOAD SUMMARY• Location : SAN DIEGO, CALIFORNIA /\ 1 ) , /\l/ I 11-19-96 repared By : Walsh Engineers '1tf-c..._j -1 6022890201 C~rrier Hourly Analysis Program Page 1 of 2 ************************************************************************ CALCULATION DATA: Zone Name : ISIS MAIN LAB Job Name : ISIS Cale Time: Jul 1500h Amb db/wb: 91.0/ 70.0 F ************************************************************************ LOAD INFORMATION LOAD COMPONENT SENSIBLE (BTU/hr) LATENT (BTU/hr) ------------------------------------------------------------. - SOLAR GAIN GLASS TRANSMISSION WALL TRANSMISSION ROOF TRANSMISSION PARTITION TRANSMISSION LIGHTING ( 16,052 W TOTAL) OTHER ELEC. ( 4,013 W TOTAL) PEOPLE ( 32.10 PEOPLE TOTAL) MISCELLANEOUS LOADS COOLING INFILTRATION PULLDOWN/WARM-UP COOLING SAFETY LO.AD 0 0 0 13,034 1,869 54,654 13,684 8,976 300,000 0 0 0 0 0 0 0 0 0 0 8,668 0 0 0 0 -----·------------------------------------------------------SUB-TOTALS NET VENTILATION LOAD ( SUPPLY FAN LOAD (BHP= WALL LOAD TO PLENUM ROOF LOAD TO _PLENUM LIGHTING LOAD TO PLENUM TOTAL COOLING LOADS 18060 CFM) 15. 8) 392,217 364,237 40,161 0 0 0 796,615 8,668 316,183 0 0 0 0 324,851 ************************************************************************ COIL SELECTION PARAMETERS: COIL ENTERING AIR TEMP. (DB/WB) COIL LEAVING AIR TEMP. (DB/WB) COIL SENSIBLE LOAD COIL TOTAL LOAD COOLING SUPPLY AIR TEMPERATURE TOTAL COOLING CFM (actual) TOTAL COOLING CFM (std. air) RESULTING ROOM REL. HUMIDITY COIL BYPASS FACTOR COIL APPARATUS DEWPOINT REHEAT REQUIRED = = = = = = = = = = = 91.0/ 70.0 deg F 49.4/ 48.7 deg F 796,615 BTU/hr 1,121,466 BTU/hr 51.5 deg F -1.8, 060 CFM 17,750 CFM 42.8 % 0.050 47 .3 deg F 0 BTU/hr ************************************************************************ GENERAL INFORMATION: TOTAL COOLING LOAD = 93.46 Tons = 85.88-sqft/Tons TOTAL FLOOR AREA = 8,026.00 sqft OVERALL U-FACTOR = 0.060 BTU/hr/sqft/F COOLING CFM/sqft = 2.25 CFM/sqft ************************************************************************ r • '.·, ' 7 fl [, !, !I I I ( ',(. ~ ~, ~ ZONE~SIGN HEATING LOAD SUMMARY Location : SAN DIEGO, CALIFORNIA 11-19-96 Prepared By: Walsh Engineers 6022890201 Carrier Hourly Analysis Program Page 1 of 1 ************************************************************************ CALCULATION DATA: Zone Name : ISIS MAIN LAB Job Name : ISIS Cale Time: Winter design Amb db 32.0 F ************************************************************************ LOAD COMPONENT WALL TRANSMISSION ROOF TRANSMISSION GLASS TRANSMISSION TRANSMISSION LOSS TO UNCOND. SPACES INFILTRATION LOSS SLAB FLOOR HEATING SAFETY BTU/hr LOAD (BTU/hr) .o 19,262 0 2,288 0 401 0 ------------------------------------------------------------------------ SUB-TOTAL NET VENTILATION LOSS TOTAL HEATING LOAD HEATING SUPPLY CFM HEATING SUPPLY AIR TEMPERATURE HEATING VENTILATION AIR CFM HEATING THERMOSTAT SETPOINT TEMP 21,952 766,814 788,765 544 110.0 18,060 72.0 CFM deg F CFM deg F ************************************************************************ . ' 1. I : •.. :,i ,1. ! • ,, :· ;; ,.· • ·~":. •/J • ' ·~. .• • !· .. ... •' ..,. ' . ~, ..., .. .;., ~ ''}i1 ... ..... . 1~ \·: J. )\• ·~ J• ,~ ·~· • j. • ,'( \.! ,. }·· ,,• .,-~;' . .. :\ \'/1 f;§ . -''i~~ . ~-' . ... . '~. ' · r' . ·. t f.i; J:t'· . . , ~\: ! I • •:::.\·J;, ' .,. ft -~)Kf{i ,\• ' . .'-' ,,. /Location ZONE tsIGN COOLING LOAD SUMMARY~,,,; SAN DIEGO, CALIFORNIA 4" 11 /\ J 1 2 11-19-96 Prepar~d By Walsh Engineers ' ~-~ ~~ -6022890201 Carrier Hourly Analysis Program I Page 1 of 2 ************************************************************************ CALCULATION DATA: Zone Name : ISIS VIVARIUM Job Name : ISIS Cale Time: Jul 1500h Amb db/wb: 91.0/ 70.0 F ************************************************************************ LOAD INFORMATION LOAD COMPONENT SENSIBLE (BTU/hr) LATENT (BTU/hr) -------------------·---------------------------------------- SOLAR GAIN GLASS TRANSMISSION WALL TRANSMISSION ROOF TRANSMISSION PARTITION TRANSMISSION LIGHTING ( 7,000 W TOTAL) OTHER ELEC. ( 1,750 W TOTAL) PEOPLE ( 20.00 PEOPLE TOTAL) MISCELLANEOUS LOADS COOLING INFILTRATION PULLDOWN/WARM-UP COOLING SAFETY LOAD SUB-TOTALS NET VENTILATION LOAD ( SUPPLY FAN LOAD (BHP= WALL LOAD TO PLENUM ROOF LOAD TO PLENUM LIGHTING LOAD TO PLENUM TOTAL COOLING LOADS 10000 CFM) 8. 7) 0 0 2,203 5,684 1,618 23,834 5,967 5,592 170,000 0 0 0 214,897 201,681 22,238 0 0 0 438,816 0 0 0 0 0 0 0 5,400 0 0 0 0 5,400 171,829 0 0 0 0 177,229 ************************************************************************ COIL SELECTION PARAMETERS: COIL ENTERING AIR TEMP. (DB/WB) = 91.0/ 70.0 deg F COIL LEAVING AIR TEMP. (DB/WB) = 49.7/ 48.9 deg F COIL SENSIBLE LOAD = 438,816 BTU/hr COIL TOTAL LOAD = 616,045 BTU/hr COOLING SUPPLY AIR TEMPERATURE = . 51.8 deg F TOTAL COOLING CFM (actual) = 10·, 000 CFM TOTAL COOLING CFM ·(std. air) = 9,829 CFM RESULTING ROOM ~EL. HUMIDITY = 43.2 % COIL BYPASS FACTOR = 0.050 COIL APPARATUS DEWPOINT = 47.5 deg F REHEAT REQUIRED = 0 BTU/hr ************************************************************************ GENERAL INFORMATION: TOTAL COOLING LOAD = 51.34 Tons = 68.18 sqft/Tons TOTAL FLOOR AREA = 3,500.00 sqft OVERALL U-FACTOR = 0.071 BTU/hr/sqft/F COOLING CFM/sqft = 2.86 CFM/sqft ************************************************************************ ', II ' ,. f f 11 '1 t. II I ,. ' j- 1 i-i / £ T I ,,//:~ -ZONE -~SIGN HEATING LOAD SUMMARY_:;_..,_,,, 7 ~?cation SAN DIEGO, CALIFORNIA 11-19-96 Prepared By Walsh Engineers 6022890201 Carrier Hourly Analysis Program Page 1 of 1 ************************************************************************ CALCULATION DATA: Zone Name : ISIS VIVARIUM Job Name : ISIS Cale Time: Winter design Amb db 32.0 F ************************************************************************ LOAD COMPONENT LOAD (BTU/hr) ------------------------------------------------------------------------ WALL TRANSMISSION ROOF TRANSMISSION GLASS TRANSMISSION TRANSMISSION LOSS TO UNCOND. SPACES INFILTRATION LOSS SLAB FLOOR HEATING SAFETY BTU/hr SUB-TOTAL NET VENTILATION LOSS 7,416. 8,400 0 1,980 0 2,725 0 20,521 424,592 ------------------------------------------------------------------------ TOTAL HEATING LOAD HEATING SUPPLY CFM HEATING SUPPLY AIR TEMPERATURE HEATING VENTILATION AIR CFM HEATING THERMOSTAT SETPOINT TEMP 445,113 509 CFM 110.0 deg F 10,000 CFM 72.0 deg F ************************************************************************ >, 'p .I, ) •,\-• .i' " •{ . \ ~I i r '!! j' .. ·· i ,t,, .. ~.;.-I _.,.,:. \ ?·, r I'. J MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME -.:r-s.rs SYSTEM NAME t-1 P-2. I NOTE: Provide one oopy of this loon for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.SIZJNQ: _c_OOL_1N_a_ I ";~ I 72 12 I ·NA·' • VENTILATION LOAD l5;2. I TOTALCFM(FromMECtM) 30 6.8 \ WATTS/SF 1--...... --.--, • ENVELOPE LOAD ·LIGHTING -PEOPLE # OF PEOPLE (From MECH-4) z.2 ----• MISC. EQUIPMENT ·OTHER •OTHER 3. SELECTION: A. SAFETYJWAAMUPFACTOR WATTS/SF . B. MAXMUM ADJUSTED LOAD (Totals from aboYe X SafalyM'armup Factor) C. INST~D EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION [fil . DESIGN fAN DESCRIP'TION BRAICEHP NIA "7. c:_, .. .-.. .,,. TE: lnc:luda ody fan sysl8ms excMding 25 HP (!Jee §144). Total FIil Systam Pow« Demand may not exceed 0.8 Watts/CFM for oonstanl vole.ma systsms or 1.25 Watts/CFM for VAV systsms. EFRCIENCY MOTOR DRIVE \, 5,0 2.,0 TOTALS!,__ ...,,,.2.4 ....... , __ s ___. ' , ,,~ . 9. 27 KBtu / Hr . KBlu / Hr NUMBER PEAK WATTS CFII OF FANS Bx Ex746/(Cx D) (Supply i:.v) TOTALS II:::=====: TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ C~ ._Col-. F-/ Col-. G_. Deownb«' 1Wt r . MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME ~ . X'.'>~ 51:AAM AG-I> iJT I ML.6 SYSTEM NAME H ~ NOTE: Provide one copy of this lorn, for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • Ol1TDOOR, DRY BULB TEMPERATURE ,__c_OOL__,.IN_a_ ~ • Ol1TDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE ....._______..J I ; z I 2.SIZINQ: t-JA • VENTILATION LOAD 400 I TOTAL CFM (From MECH-4) ' ' WATTS/SF __ ........ __ _ • ENVELOPE LOAD -LIGHTING ·PEOPLE I OF PEOPLE (From MECH-4) -------• MISC. EQUIPMENT •OTHER ·OTHER :S. SELECTION: A. SAFETYIWARMUP FACTOR WATTS/SF B. MAXNUM ADJUSTED LOAD (Totals from above X SafetyN/anoop Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION rnJ . DESIGN FAN DESCRIPTION BRAKE HP NIA ~i; .. . . TE: Include oriy tan systems exceec:ing 25 HP (see §144). Total Fan System Power Demand rMf not exceed 0.8 Walts/CFM for OOOMltvokl'ne systems or 1.25 Watts/CFM for VAV systems. @] [QJ. EFACIENCY MOTOR DRIVE TOTALS I 5'7, z. -~ ,, KBtu/Hr Kelu/Hr -NUMBER · PEAKWATIS CAI OF FANS Bx Ex 746/(Cx D) (Supply Fans) TOTALS II ..... __ _, TOTALFANSYSTEM I POWER DEMAND . WA TIS/ CFM ... Col-. F_/_Col_.-G- f_ MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME . :Z:6!5 SYSTEM NAME ti P-4 I NOTE: Provide one copy ol this fonTI for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1, DESKlN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.8121NO: • VENTILATION LOAD (.,oo I TOTAL CFM (From MECH-4) WATTS/SF 1-....... ,....---i • ENVELOPE LOAD ·LIGHTING -PEOPLE I OF PEOPLE (From MECH-4) • MISC. EQUIPMENT ·OTHER -OTHER i. SELECTION: A. SAFETY/WARMUP FACTOR 1--..--1r..:;...--1 WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from abow X SalatyNlarroop Factor) C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION [ID . DESIGN EFACIENCY FAN DESCRIPTION BRAKE HP MOTOR DRIVE NIA ~ '2, ':) . .. NUMBER OF FANS i---c_OOL_IN_a--l I -;~ I "72 ~ . , ' ·~ 'iJ' KB1u / Hr KBlu / Hr PEAKWATTS a:11 Bx Ex746/(Cx D) (Supply Fans) TE: lnduda Ott/ fan sysl8ms exceecJng 25 HP (see §14-t). TOTALS I I I.___ _ _, T<*I Fan Syalilm Pow« Demand may not exceed 0.8 Walts/CFM for QOl'lltlntvoune sya!Alms or 1.25 Watts/CFM-tor VAV systems. .... TOTALFANSYSTEM I POWER DEMAND _ WATTS/CFM '-Col-. F-/Col-. G--' MECHANICAL SIZING AND FAN POWER MECH-2 rROJECTNAME :C:6IS SYSTEM NAME ti P-5 NOTE: Provide one copy of this fom, for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION . 1. DESIGN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.SIZINO: -VENTILATION LOAD • ENVELOPE LOAD -LIGHTING • PEOPLE • MISC. EQUIPMENT -OTHER -OTHER 3. SELECTION: A. SAFETYM'ARMUP FACTOR t?CO I TOTAL CFM (From MECH-4) WATTS/SF # OF PEOPLE (From MECH-4) WATTS/SF MIS~e~.AJeous (=)~e>g" (ONcribe) TOTALS I COOLING 1 ·;~ I ,z. 14A ., 12,0 7,G to 0 t.,5 3,2. 4o 48~, B. MAXMUM ADJUSTED LOAD (Totals from above X SafetyiWanoop Factor) ~ 1-----1----i C. INSTALLED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN KBtu / Hr KBCu / Hr FAN POWER CONSUMPTION ~ ffi) . @] [Q] [ID II] @] DESIGN EFACIENCY NUMBER PEAK WATTS CFII FAN DESCRIPTION BRAKE HP MOTOR DRIVE OF FANS Bx E X746/(Cx 0) (Supply Fans) NIA ~i~ .. : TOTALS I 11 I r , I 'NOTE: lnwda od.y Ian sysl8ms exceedng 25 HP (see § 144). ) TOTAL FAN SYSTEM I I Total Fan Syslllm Power Demand may notexcaecl 0.8 Watts/CFM for ~t voune systems or 1.25 Watts/CFM 101' VAV syslems. POWER DEMAND WATTS/CAA Col. F / Col. G NonrNidtlntlli ~ Form o.c.nlW fgJgf \ ',• .) ~ ,,, '. ·t -1 MECHANICAL SIZING AND FAN POWER MECH-2 !NOTE: Prowl& one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, ORY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE -INDOOR, DRY BULB TEMPERATURE 2.SIZJNO: _c_OOL__,.IN_a_ ~ .________.I ,2 I ~ A . ' • VENTILATION LOAD r \ 00 I TOTAL CFM (From MECH-4) ' WATTS/SF -------• ENVELOPE LOAD ·LIGHTING •PEOPLE ·MISC.EQUIPMENT -OTHER • OF PEOPLE (From MECH-4) ----WATTS/SF •OTHER 3. SELECTION: A. SAFETYM'ARMUP FACTOR B. MAXNUM ADJUSTED LOAD (Totals from above X SafatyJWarmup Factor) C. INSTALLED EQUIPMENT CAP~TY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION DESIGN FAN DESCRIPTION BRAKE HP NI.A. ~i=_:, .. -· ... TE: lnc:luda ~ Ian syslamS exceec:tng 25 HP (see §1-44). Total Fan Syatam Power Demand may not exceed 0.8 Watts/CFM for oonatant voune syat.ms or 1.25 Watts/CFM tor VAV syst.ms. EFFICIENCY MOTOR DRIVE -. TOTALS I 40.1 I :~ ,~ KBtu / Hr KBlu / Hr NUMBER PEAK WATTS CFII OF FANS Bx Ex746/(Cx D) (Supply Fans) TOTALS II L-__ __, TOTAL FAN SYSTEM I POWER DEMAND _ WA TIS/ CFM L..Col-. F-/ Col-. G--' o.o.tnl;w 1W1 ) MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME . ::r6rs SYSTEM NAME. HP-, !NOTE: Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATlJRE 2.SIZINO: _c_OOL_.,.IN_a---1 ~ ._________. I 12 I NA·' • VENTILATION LOAD z.;O I TOTALCFM(FromMECH--1) ' WATTS/SF -----• ENVELOPE LOAD ·LIGHTING ·PEOPLE ·MISC.EQUIPMENT ·OlHER # OF PEOPLE (From MECH-4) 1-----=---1 WATTS/SF ·OlHER 3. SELECTION: A. SAFETY,WARMUP FACTOR B. MAXNUM ADJUSTED LOAD (Totals from abow X SafetyM'armup Factor) C. INSTALLED EQUIPMENT CM'AO.TY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION l!l . DESIGN F~ DESCRIPTION BRAKE HP NIA ~ '2, ':) . ' TE: Include only Ian systams exceedng 25 HP (IN §1"'4). Total Fan Syslllm Power Demand may not exceed 0.8 Walts/CFM foe oonatlW'ttYOUlll systems oc-1.25 Watts/CFM tor VAV systems. EFFICIENCY MOTOR DRIVE TOTALS I 33,+ I ~ .... I, KBtu / Hr KBtu / Hr II] NUMBER PEAKWATTS CFII OF FANS Bx Ex746/(CX 0) (SUpply F,ns) TOTALS '~' ======: TOTALFANSYSTEII I POWER DEMAND . WATTS/ CFII '-Col-. F-/ Col-. G_, J. ,l MECHANICAL SIZING AND FAN POWER MECH-2 j NOTE: Provide one oopy of this fonn for each mechanical system when using 1he Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OIJTOOOR, ORY BULB TEMPERATURE _c_OOL__,.IN_a--1 I H;~ I • OIJTOOOR, WET BULB TEMPERATURE • INDOOR, ORY BULB TEMPERATURE 72 2.SIZINQ: ~ A . , ·•VENTILATION LOAD • ENVELOPE LOAD •LIGHTING ·PEOPLE -,.00 I TOTAL CFM (From MECH-4) ' WATTS/SF t OF PEOPLE (From MECH-4) ----• MISC. EQUIPMENT -OTHER ·OTHER 3. SELECTION: A. SAFETYNIAAMUP FACTOR WATTS/SF B. MAXNUM ADJUSTED LOAD (Totals from abo\18 X Safety,Warmip Factor) C. INSTALLED EQUIPMENT CAfJAQ.TY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION DESIGN FAN DESCRIPTION BRAKE HP NIA L '2, I:) . ' TE: Incl.Ida «if fan systlllms exc:eecing 25 HP (see §1-4-4). Tolll Fan Sysliam Power Demand may not 8XCNd 0.8 Watts/CFM foe COllltant YOk.rnll systems or 1.25 Watts/CFM tor VAV systems. @] EFRCIENCY MOTOR DRIVE . '~:' . 0 TOTALS I z.8,8 l ~ .. ~ KBtu / Hr KBlu / Hr II] NUMBER PEAKWATIS CAI OF FANS Bx EX 7<46/ (C X 0) (Supply Fans) TOTALS I II.__ _ __, TOTALFANSYSTEM l POWER DEMAND • WA TIS/ CFM '-Col-. F-/ Col-. G__, ) -i~~-. ~d ~ .I ,I ••_. MECHANICAL SIZING AND FAN POWER MECH-2 I ~ROJECT NAME , . . X:,i~ Fl-\A&:1 AG-!!YT I~~ SYSTEM NAME t-1 P- !NOTE: Provide one copy of this IOOTI !Of each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, ORY ~ULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.SIZINO: i---c_OOL_IN_a_ ~ 12 I NA·' • VENTILATION LOAD 90 I TOTALCFM(FromMECtM) ' WATTS/SF ,._...£,J.. ......... --1 • ENVELOPE LOAD -LIGHTING •PEOPLE t OF PEOPLE (From MECtM) 1--------1 • MISC. EQUIPMENT ·OTHER ·OTHER 3. SELECTION: A. SAfETYN/ARMUP FACTOR WATTS/SF B. MAXNUM ADJUSTED LOAD (Totals from abow X SafatyM'armup Factor) C. INSTM.LED EQUIPMENT CAflACtTY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPL:AIN FAN POWER CONSUMPTION DESIGN FAN DESCRIPTION BRAKE HP NI.A. ~i~ .. TE: lnc:iudl only Ian sysl8ms exceecing 25 HP (9N §144). Total F.-. Sysllm Pow« Demand may not exceed 0.8 Watts/CFM foe OOl'IIWltvoune systems« 1.25 Walts/CFM tor VAV systems. EFFICIENCY MOTOR DRIVE o. I, 1. 'l.,? TOTALS I z.4.~ I ':, ',§ffl . z 7-7: KBlu I Hr KBlu / Hr III NUMBER PEAKWATTS CFM OF FANS Bx Ex746/(Cx D) (Supply f-,,) TOTALS I I ..._I _ _. TOTAL FAN SYSTEM I POWER DEMAND . WA TIS/ CFM '-Col-. F-/ Col-. G__. DIH»tnl>«'1Wt r t ¾ MECHANICAL SIZING AND FAN POWER MECH-2 PROJECT NAME :r: ~ SYSTEM NAME d O ni-10 j NOTE: Provide one copy of this form for each mechanical system when· using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION . 1. DESIGN CONDITIONS: • OIJTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.SIZINQ: DATE I _c_oot.___,.IN_o_ I •;~ I /-2 tJA·' • VENTILATION LOAD Go I TOTAL CFM.(From MECH-4) LO WATTS/SF _ ....... __ _ • ENVELOPE LOAD ·LIGHTING •PEOPLE I OF PEOPLE (From MECH-4) o. ----• MISC. EQUIPMENT -OTHER ,OTHER 3. SELECTION: A. SAFETYIWARMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from aboW X SafaiyiWamMJP Factor) C. INSTALLED EQUIPMENT CAPACI.TY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION [ru . DESIGN FAN DESCRIPTION BRAKE HP NI.A.. -' 'Z, ':> .. . .. TE: lndude or'i-f fan syslemt exoeecing 25 HP (see §144), Total Fan Syalilm Pow« Demand may not exceed 0.8 Watts/CFM for oonatant vokrne systems or 1.25 Watts/CFM for VAV systems. EFFICIENCY MOTOR DRIVE 0 I. I. TOTALS I ~ '" K8tu / Hr KBlu / Hr II! NUMBER PEAK WATTS CAI OF FANS Bx Ex746/(Cx D) (SupplyFans) TOTALS II._ __ _, TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ CFII ._Col_. F_/_Col ___ G_, .l ,L ~ MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME . X6r~ El:1-Mtt & !'YT IM~ SYSTEM NAME • t-1 ~ !NOTE: Provide one oopy of this fonn for each rnac:hanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, ORY BULB TEMPERATURE 1-c_OOL___,.IN_G--1 I ";:; I • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 72 2.SIZINO: N A . ' • VENTILATION LOAD SO I TOTALCFM(FromMECH-4) WATTS/SF 1-......... ----1 • ENVELOPE LOAD ·LIGHTING ·PEOPLE # OF PEOPLE (From MECH-4) 1---=---1 • MISC. EQUIPMENT ·OTHER •OTHER :,, SELECllON: A. SAFETYIWARMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from above X SafetyM'anmp Factor) C. INSTAU.EO EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION !ID . DESIGN FAN DESCRIPTlON BRAKE HP NIA.. ~ '2, I:, . ' " .. TE: lnc:luda rrif tan syslams exceecing 25 HP (see §144), Total Fan Sysllllm Pow« Demand may not exceed 0.8 Watts/CFM for 00ClatMt vok.me systems or 1.25 Watts/CFM for VAV systems. @] EFFICIENCY MOTOR DRIVE. TOTALS I ·17 .2 .··~ ,. i, KBlu / Hr KBlu / Hr lil NUMBER PEAK WATTS Cfll OF FANS Bx EX746/(Cx D) (Supply Fa,s) TOTALS '';:=====::: TOTAL FAN SYSTEM 1 · POWER DEMAND _ WA TIS/ CFM '-Col-. F-/ Col-. G__, o.o«nl.>M'1Wt J::J_ MECHANICAL SIZING AND FAN POWER MECH-2 SYSTEM NAME 1 JO . n1-l'Z I NOTE: Provide one oor,; of this fonn for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, DRY BUlB TEMPERATURE _c_OOL---=-1N_G--1 I ";'; I • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 72 2.SIZINO: 1-JA .. • VENTILATION LOAD l O~ j TOTAL CFM (From MECH-4) • ENVELOPE LOAD -LIGHTING WATTS/SF -PEOPLE # OF PEOPLE (From MECH-4) ----• MISC. EQUIPMENT ··OTHER ·OTHER 3. SELEC110N: A. SAFETYIWARMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from abow X SafetyN/amMJp Factor) C. INSTALLED-EQUIPMENT CAPAC).TY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION [ID . DESIGN FAN DESCRIPT10N BRAICEHP NI.A.. l-7,C:., . ' TE: lndudl only fan systams exceecing 25 HP (see §1""4). . Total Fan Syalilm Pow« Demand may not exceed 0.8 Watts/CFM foc- OOOltant voune systems or 1.25 Watts/CFM for VAV systams. EFFICIENCY MOTOR DRIVE . ·· ... ~ TOTALS I 31, o I ·~ .... ; KBlu / Hr KBlu / Hr NUMBER PEAK WATTS Cfll OF FANS Bx-Ex7"6/(Cx D) (Supply Fans) TOTALS I I :::I ====::: TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ CFM ._Col_. F-/ Col-. G__, I' MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME J . :C~~ A:1-AAM A? !YT I Mt.6 SYSTEM NAME t-18 jNOTE: Provide one copy of this loon for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE :Z.SIZINO: • VENTILATION LOAD • ENVELOPE LOAD •LIGHTING •PEOPLE • MISC, EQUIPMENT -OTHER ·OTHER Seo I rorAL CFM (From MECH--4) WATTS/SF 1--........ --.---1 I OF PEOPLE (From MECH-4) 1--...... ----1 WATTS/SF 1-c_OOL---=-IN-G----l I -;:; I /2 NA .. TOTALS I Bl. 5 I 3. SELECTION: A. SAFETYl'NARMUP FACTOR B. MAXNUM ADJUSTED LOAD (Totals from above X SaletyM'armJp Factor) C. INSTALl.ED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION [ID . DESIGN FAN DESCRIPTION BRAKE HP NIA.. '-'2.':>. . ' -·· TE: Include «t-/ Ian syslams exceedng 25 HP (see §144). Total Fan Sys'8m Power Demand may not exceed 0.8 Watts/CFM fol' OClOlta\t 't'Okml systems or 1.25 Watts/CFM tor VAV systems. @] EFFICIENCY MOTOR DRIVE ·~ ' I, KBlu/Hr t<BIU/Hr NUMBER PEAK WATTS CFII OF FANS Bx Ex746/(Cx D) (Supply Fins} TOTALS I II:::====::: TOTAL FAN SYSTEM I POWER DEMAND _ WA TI'S/ CFII '-Col-. -F /-Col-.-G .... !l " ) i I ,. I MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME . ::t:~ fliA&1 t-? fiiJ:r I '6L.6 SYSTEMNAME HP- I NOTE: Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTtON 1, DESIGN CONDITIONS: -OUTOOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE -INDOOR, DRY BULB TEMPERATURE 2.SIZINQ: _c_OOL__,.IN_a_ , •;~ I 72 ~-- • VENTILATION LOAD :]O I TOTAL CFM (From MECH-4) • ENVELOPE LOAD -LIGHTING WATTS/SF 1-_._._--.--1 -PEOPLE I OF PEOPLE (From MECH-4) 1------1 • MISC. EQUIPMENT •OTHER •OTHER s. SELECTION: A. SAFETYIWAAMUP FACTOR WATTS/SF B. MAXNut,1 ADJUSTED LOAD (Totals from abclw X Safety/Wanmip Factor) C. INSTALLED EQUIPMENT CAPAC,.TY IF LINE 3-C IS GREATER iHAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION [ID . DESIGN FAN DESCRIPTION · BRAKEHP N/A "'2,':) . TE: lnc:luda_only tan systems axceedng 25 HP (see §1«). Total Fan Syslillm Power Demand may not exceed 0.8 Watts/CFM for 00llltaltvokml systems or 1.25 Watts/CFM for VAV systems. @] EFRCIENCY MOTOR DRIVE '3.0 .s TOTALS I 34.G I NUMBER OF FANS ·~ .~ KBtu / Hr KBtu / Ht PEAKWATTS Bx E X746/(Cx D) a=M (Supply F,ns) TOTALS I 11 ..___ ---,--.___ -------. TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ CFM '--Cof-. F-/ Cof-. G_, :, ". ' -~-1: . ... ,_ \ ·"-. MECHANICAL SIZING AND FAN POWER MECH-2 I PROJECT NAME . X:lr ~ ~ M Ji'.YI I '61..6 SYSTEM NAME t-1 P-1 I NOTE: Provide one oopy of 1his foml fOf each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: • Ol1TDOOA, ORY BULB TEMPERATURE 1--C-OOL---,-IN_G--i ffi=j • Ol1TDOOA, WET BULB TEMPERATURE • INDOOR, ORY BULB TEMPERATURE 12 I 2.SIZINQ: "-.\A·· • VENTILATION LOAD bOO I TOTAL CFM (From MEC~) WATTS/SF • ENVELOPE LOAD •LIGHTING •PEOPLE # OF PEOPLE (From MEC~) zo.z 1 1--------1 • MISC. EQUIPMENT •OTHER ·OTHER 3. SELECTION: A. SAFETYM'AAMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from above X SafetyN/anmp Factor) C. INSTAU.ED EQUIPMENT CAPACITY IF LINE 3-C IS GREATER THAN LINE 3-8, EXPLAIN FAN POWER CONSUMPTION [ru . DESIGN FAN DESCRIPTION BRAKE HP 1--J / A. ~'2,1:, .. . -. -- 1'E: lnckAdl ody fan sysllllms exceecing 25 HP (see §14-4). Total.Fan Syslilm Power Demand may not excaed 0.8 Walts/CFM for conltant YOkme systems Of 1.25 Watts/CFM for VAV systems. @] EFACIENCY MOTOR DRIVE 67 -Z.l,O 0 TOTALS I 89,41 • i.... '~ . 10 .2. 8. KBtu / Hr KBIU / Hr NUMBER PEAKWATIS CAI OF FANS BX EX 7<46 / (C x 0) (Supply F.-is) TOTALS I II.__ _ _.. TOTAL FAN SYSTEM I POWER DEMAND _ WA TIS/ CFII L-Col-. F_/ _Col_. G...., ) . : /' MECHANICAL SIZING AND FAN POWER MECH-2 I NOTE: Provide one corr; ol lhis lonn for each mechanical system when using the Prescriptive Approach. . SIZING and EQUIPMENT SELECTl.ON 1. DESIGN CONDmONS: • OUTDOOR, ORY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE 2.SIZINO: • VENTILATION LOAD • ENVELOPE LOAD -LIGHTING •PEOPLE • MISC. EQUIPMENT •OTHER •OTHER 10 I TOTAL CFM (From MECH-4) WATTS/SF ...,_ ........ __ _ I OF PEOPLE (From MECH-4) -----WATTS/SF FLOOR AREA . 4"0 ~C_OOL_IN_G---l ~ _-, ___ z _____ I , 2 I "' A.., TOTALS I 4o. I I 3. SELECTION: A. SAFETYIWAFMUP FACTOR B. MAXNUM ADJUSTED LOAD (Totals 110m above X Safaty/Warmup Factor) C. INSTALLED EQUIPMENT CAPAOTY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION DESIGN FAN DESCRIPTION BRAKE HP NIA ~i; .. . .. TE: lnc:luda ~ fan syslarr\$ axceecing 25 HP (see §14-4). Total Fan Syswn Power Demand may not exceed 0.8 Watts/CFM for oonltant YOUne systems or 1.25 Watts/CFM for VAV systems. @J EFFl~IENCY MOTOR DRIVE ·~ ... , KBtu / Hr KBlu / Hr III NUMBER PEAKWATIS CFII OF FANS Bx Ex746/(Cx D) (Supply Finl) TOTALS I II:=====:::: TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ Cfla ,_Col._F_/Col-. G~ ) I ., . ·I ~. :.~:,i: ~., MECHANICAL SIZING AND FAN POWER MECH-2 !NOTE: Provide one copy ol lhis fonn for each mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONDITIONS: -OUTDOOR, DRY BULB TEMPERATURE • OUTDOOR, WET BULB TEMPERATURE -INDOOR, DRY BULB TEMPERATURE :Z..SIZJNO: _c_OOL_..,.JN_a---1 I -;~ I /2 lJA. ., • VENTILATION LOAD l lO I TOTAL CFM (From MECli"") WATTS/SF 1-........ -.----1 • ENVELOPE LOAD ·LIGHTING •PEOPLE I OF PEOPLE (From MECH-4) -----• MISC. EQUIPMENT ·OTHER ·OTHER S. SELECTION: A. SAFETYIWAAMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from abow X Safaty/Warmup Factor) C. INSTALLED EQUIPMENT CAPACATY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION !ID . DESIGN FAN DESCRIPT10N BRAKE HP NIA.. ~i~ .. TE: Include oriy tan systams axcaadng 25 HP (sea §144). To4al Fan Sysllllm Power Demand may not excaed 0.8 WattslCFM lor 00l'lltll'lt voune systems OC' 1.25 Watts/CFM tor VAV systems. @] EFFICIENCY MOTOR DRIVE TOTALS I Z5il .··~ 'II, KBtu /Hr Kelu/Hr NUMBER PEAK WATTS Cfll OF FANS Bx Ex746/(Cx D) (Supptf FM,) TOTALS I I I __ __. TOTAL FAN SYSTEM I POWER DEMAND . WATTS/ CAI ._Col-. F-/ Col-. G_. Deoemb.r1Sl9t , i ... :, MECHANICAL SIZING AND FAN POWER MECH-2 PROJECT NAME DATE z..c. I SYSTEMNAME t-lP-l !NOTE: PrQvide one copy ol this fonn.for 8acfl mechanical system when using the Prescriptive Approach. SIZING and EQUIPMENT SELECTION 1. DESIGN CONomoNS: • OllTOOOA, DRY BULB TEMPERATURE 1--c_OOL__,..IN_a----1 I -;~ I • OllTOOOA, WET BULB TEMPERATURE • INDOOR, DRY BULB TEMPERATURE ,2 /2 2.SIZJNQ: • VENTILATION LOAD 4GQ I· TOTAL CFM (From MECH-4) • ENVELOPE LOAD -LIGHTING 1--........ --.--1 WATTS/SF -PEOPLE I OF PEOPLE (From MECH-4) 1---------1 ·MISC.EQUIPMENT ·OTHER •OTHER S. SELECTION: A. SAFETYIWARMUP FACTOR WATTS/SF B. MAXMUM ADJUSTED LOAD (Totals from above .X SalalyiWanoop Factor) C. INSTALLE.0 EQUIPMENT CAPN:ATY IF LINE 3-C IS GREATER THAN LINE 3-B, EXPLAIN FAN POWER CONSUMPTION Iru · DESIGN FAN DESCRIPTION BRAKE HP NIA "'2,S:) .. TE: lnduda ort,/ tan systams exceecing 25 HP (see §144). Toll! Fen Syalilrn Power Demand may not exceed 0.8 Walls/CFM for oonatant Y0UIMI systems or 1.25 Watts/CFM fol' VAV systems. EFACIENCY MOTOR DRIVE ~ B TOTALS I ¼. 5 I I _____ ~§ KBlu / Hr KBlu / Hr NUMBER PEAK WATTS CAI OF FANS Bx Ex746/(Cx O) (Supply Fins) TOTALS 11 I TOTAL FAN SYSTEM I I POWERDEMAND ._ ___ _, WATTS/CFM Col. F/Col G °"'*""'1<11191 ,> f ·r· r MECHANICAL EQUIPMENT SUMMARY MECH-3 !PROJECT NAME -fS,J<S COOLING EQUIPMENT SYSTEM .MAKE AND DESIGN OUTPUT NAME MODEL.NO. (BTU/HR) DESIGNCFM ~e~· ~E::[:: M-1 ~,~.o -t-'\ .. \ HP "5 e. ~-t1-1 ~6':i _() -~-1 ·tu-\. 2. S~c t1 .. I see 11-1 -. HEATING EQUIPMENT SYSTEM MAKE ANO DESIGN OUTPUT NAME MODEL.NO. (BTU/HR) ,ijp ::··· . ' ' ··s~1:-r1 ... 1 -5et-t-1-I g.f. f> .. 2 5~~t-1--Z 6Ee l'l"'."Z. I ·· .. :-- tJNITS ~f:=tL e~o f$1L UNITS toP IOATE / i/Jf; I RATED EFFICIENCY ALLOWED PROPOSED '9,9 9.9 8.'-'I 8.~ C\, C) 9°1 . RATED EFFICIENCY ALLOWED PROPOSED 3.0 3.n ECONOMIZER I y I N I Dgj DIM DD DD DD DD DD DD DD DD DD DD DD DD DD -nlE,• ..... "L. ~0°/o RJ()¾ Deoembfllr 1991 MECHANICAL VENTILATION MECH-4 I PROJECT NAME /"S, J-'=.,- !NOTE: PrpYide one copy of !1-.s form tor each mecoanical system. MECHANICAL VENTILATION AREAQASIS CFM PER SF OCCUPANCY BASI~ NO. OF PEOPLE TOTALS (_FOR MECH-2) I.___ _ __, [ill DESIGN SUPPLY CFM :====.:::: ;::===::: .____.I .__I ____. Ba9'ld on Expected Number of Occupants or at least 50% of Chapt.er 33 UBC Occupant Density. Must be gaal8r than or equal to G, or u,e Transfer >Jr. [I] QJ VAY MINIMUM CFM LARGEST DESIGN MIN. MIN. CFM CFM NA /'JA t-JA NA .. ( 1, I Minimum Venlla~n Rata per Section 2-6321, T~ ;:-Sjf_ If zone reheat or recool is used, I roosfbe less than or equal 10 H X 0.3, or less than or equal to B X 0.4, or less than or equal to 300 CFM, whlchewr Is larger. QJ Must be less than or equal 101 (H applicable), but no less than G, unless Transfer Nr (K) Is used. · (K] Must be gealer than or equal to (G • H), and, tor VAV, geater than or ~ual to (G • J), TRANS- FER AIR NI\ Nrt·- .... __ ) ,, ' I _ __,,, ~dous ~aterials SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Management Division Telephone Zip Plen Filel Plen Filel -. ... . . ~ :..,,,. ,-;._ • Pll1J1III l:IITlll. llfflEt CIIUT IP UI 11111 If any or the items-are 1. Explosive or Blasting Agent• 4. Flammable Solidi 7. Pyrophoric1 10. Cryogenics 13. Corrosives 2. Compressed Gases 5. Organic Peroxides 8. Unstable Reactive• 11. Highly Toxic or Toxic Materials 14. Other Health Hazards 3. Flammable or Combustible Uquid1 6. Oxidizers 9. Water Reactives 12. Radioactives PART. II: COUNTY OF SAN DIEGO HEALTH DEPARTMENT· HAZARDOUS MATERIALS MANAGEMENT DIVISION: CONTINGENCY PLAN REVIEW: -If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Management Division, 1 255 Imperial Avenue, 3rd Floor, San Diego, CA 92186-5261. Telephone (619) 338-2222 prior to the issuance of a building permit. FEES MAY BE REQUIRED 11 your bu1ine11 listed on the raverH 1ida of this form? Will your bu1ines1 dispose of Hazardous Substances or Medical Waite in any amount? Will your bu11nes1 store or hanqla Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic fHt or carcinogens/reproductive toxins in any quantity? Will your bu1ine11 UH an existing or install an underground storage tank? Will your bu1ine11 store or handle Acutely Hazardous "Material17 PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT OFFICE USE ONL 'i D RMPP Exempt I Cate Initials 0 RMPP Required Date Initials 0 RMPP Completec Date Initials If the answer to any of the questions i1 ya1, applicant must contact the Air Pollution Control District, 9150 Chesapeake Drive, San Diego, CA 92123 Telephone (6191 694-3307 prior to the i11uance of a building permit. YES NO . 1. c::J rk,t Will the intended occupant install or UH any of the equipment listed on the U1ting of Air Pollution Control District Permit Categories, on the 'f""r reverse side of this form? 2. c::J t::J (ANSWER ONLY IF QUESTION 1 IS YES.) Will the .subject facility be-located within 1,000 feet of the outer boundary of a school (K througr 1 2) as listed in the currant Directory of School and Community College Di1trict1, published by the San Diego County Office of Education anc the currant California Private School Directory, compiled in accordance with provisions of Education Code Section 331907 ty of perjury that to the bast of my knowledge and belief the responses made herein are truE Date: J_z/.i/¢. , BY: ______________________________________ Date: ________________ _ EXEMPT l'IIOM P£!'MIT l'IEQUll'IEMENTI COUNTY-HMMD Eaviroamclllll He.11111 Scrvica DHS:HM-9171 (6192) APCD N'PftOVED FOl'I IUILDING PEIWIT IUT NOT OCCUPANCY CO.UNTY-HMMD APCD APPftOVED FOl'I OCCUPANCY COUNTY-HMMD APCD Couaty of SIii Diqc Dq,u1mcal of He.11111 Servi= INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION. ::l::::;::E~ ~~ & CONTACT PERSON (at business) ~-~~ " c:: PHONE NUMBER '1r2 4?-?1(,,,.-f? Type of Business (check all that apply) D Agricultural DAssembly D Automotive D Chemical Handling D Electronics D Government Mab oratory Otaundry D Manufacturing D Medical D Photo Lab D Retail D Service Station Dwarehouse D Other D Food· D Metal Work D Office -------- DESCRIBE WASTE OTHER THAN DOMESTIC (Chemicals, Particulates, etc.) __________ _ Is business presently in operation at site? D YES ~O ~ Has Wastewater Oischarge Permit been applied for through the Encina Water Authority? D YES ~ NO Applicant's Name~ ~4 TIUe MJ«,fc.-ef:= Phone &77-~ Please Print ; Agency: ____________________ _ Signature: ________________ _ Signature of City Representative D EXEMPT 0. NOT EXEMPT Date forwarded to Encina. _________ ...;..--a __ _ JCS\J,l!SFORMS\FRM00045 Date ---------- Date ----------- REV. _2/10/92 ..