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Home My WebLink About1950 CAMINO VIDA ROBLE; ; CB951692; PermitBUILDING PERMIT 01/22/96 16:06 Page 1 of 1 Job Address: 1950 CAMINO VIDA ROBLE Suite: Permit Type: COMMERCIAL BUILDING Parcel No: 212-093-12-00 Lot#: Valuation: 3,199,752 Occupancy Group: B-2 Reference*: Description: 124,504 SF SHELL BUILDING Permit No: CB951692 Project No: A9502470 Development No: '5661 01/22/96 0001 01 02 Appl/Ownr: STEINGRABER, BRUCE 24212 SARGENT ROAD RAMON A, CA. 92065 *** Fees Required *** Fees : Adjustments: Total Fees: Fee description Building Permit Plan Check Strong Motion Fee Enter Number of EDU* Enter "Y" to Autocal Enter Traffic Impact Pass-Thru Fees(Y/N) o Enter Park Fee(Zone 5 * BUILDING TOTAL Enter "Y" for Plumbing I Each Building Sewer Each Roof Drain * PLUMBING TOTAL Enter "Y" for Electric 619 Construction Type: VN Status: ISSUED Applied: 11/17/95 Apr/Issue: 01/22/96 Entered By: MDP 789-3269 ted & Credits *** .00 4,575.00 225,519.00 Ext fee Data Issue Fee Three Phase 480 Per AMP * ELECTRICAL TOTAL Enter 'Y' for Mechanical PLDA C Issue Fee> 4000 7.42 00 7.00 1.00 1 7940 5161 672 1 59760 58235 13706 49802 195276 20 15 84 119 10 4000 4010 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Y Y 05 Y Y N 30689.00 H FINALAPPROVAL DATE * LEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 4^3/5? PERMIT APPLICATION City of Carlsbad Buildinff Depart*ent 2075 Las Palms Dr., Carlsbad, CA 92009 (619) 438-1161 . i From List 1 (see back) give code of Permit-Type: For Residential Protects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units PLAN CHECK NO. EST. VAL ^ f i PLAN CK DEPOSIT' VALID. BY DATE )ufr too .1 iff^s-vfa/)<p '///ys / * fff f * \ 2. PROJECT INFORMATION 4729 U/17/95 0001 Oi 02 C-PRMT 4575-00 FOR OFFICE USE ONLY Address Nearest Cross Street \00ft Building or Suite NO. Al/jE, LEGAL DESCRIPTION Lot No.Subdivision Name/Number Unit No.Phase No. CHECK BELOW IF SUBMl l"i tL»: D 2 Energy Calcs *$Z Structural Calcs Soils Report D 1 Addressed Envelope ASSESSOR'S PARCFT.T-11, -- " I C-EXISTING USE PROPOSED USE DESCRIPTION OF WORK SQ. FT. /# OF STORIES # OF BEDROOMS # OF BATHROOMS 3. CUNTAU1 retuuN (.it ojnerem trom apjuicantj NAME (last name first) "ADDRESS cnv STATE , ZIP DAY TELEPHONE 4. AFPUCANT rjCONTRALIUH UAGbNI FOR CONlKALlUK JQkpWNhH UAUtNl rUK UWNEH NAME Oast name first) CITY STATE ZIP CODE DAY TELEPHONE S. PROPERTY OWNER NAME (last name first)°f=l£> DAY TELEPHONE O. UUN 1KALJ1UK /" NAME (last name first)^ CITY STATE ADDRESS ZIP CODE DAY TELEPHONE STATE LIC. #LICENSE CLASS CITY BUSINESS LIC. # (Ian name nrstj OTY STATE ZIP CODE DAY TELEPHONE STATE LIC. # A WUKKIOtS' UUMFEHSAT1UN __________ ^orers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director ot industrial 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). INSURANCE COMPANY POLICY NO.EXPIRATION DATE Certificate ot Exemption: I certify that in the performance of the work lor which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION uwner-Buiider Declaration: i nereoy attirm mat i am exempt from tne Contractors License Law ror the toiiowing reason: D 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement 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.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section _ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (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 torcivil penalty of not more than five hundred dollars [$500]). '^ DATE Jj IDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES JQJO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? n YES "^CNO Is the facility to be constructed withiaTbOO feet of the outer boundary of a school site? D YES JSijJOIF ANY OF THE ANSWERS ARE YES/A FINAL CERTIFICATE OF OCCUPANCY HAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. UOHSTHUU11UH LENDING AUEHCY ____________ ~ I hereby attirm that there is a construction lending agency lor the pertormance or the work tor which this permit is issued (Sec 3097UJ Civil uxlej. LENDER'S NAME LENDER'S ADDRESS 10. APPUUAN i I certify that I have read the application and state that tne above intormauon is correct. I agree to comply witn all Uty ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiration. Every permit issued bjuhe Building.Officiatfunder the provisions of this Code shall expire by limitation and become null and void if the building or work authorized bysuch permit isy&t coimnenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or^ban'dpned at aoy dme/aHer ifte work is commenced for a period of 180 days (Section 303(d) Uniform Buildjng Code APPLICANTS SIGNATURE JC * // ^f<T~A. . ^Z? DATE: VW^TETFfle TMIOW: Applicant PINK: Finance FINAL BUILDING INSPECTION DEFT: BUILDING ^ENGINEERING FIRE PLANNING U/M PLAN CHECK*: CB951692 PERMIT*: CB951692 PROJECT NAME: 124,504 SF SHELL BUILDING WATER -»/ / #// "?/ <?£*/ ' Ji 7h DATE: Ott/10/DG PERMIT TYPE: COM ADDRESS: 1950 CAMINO VIDA ROBLE CONTACT PERSON/PHONE*: MW/RUSSELL/729-1206 SEWER DIST: WATER DIST: AU6 I 3 CITY OF GAELS INSPECTED BY: INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEFT: BUILDING ENGINEERING FIRE PLANNING U/M WTER PLAN CHECK*: CB951692 PERMIT*: CB951692 PROJECT NAME: 124,504 SF SHELL BUILDING ADDRESS: 1550 CAMINO VIBA ROBLE i CONTACT PERSON/PHONE*: MW/RUSSELL/729-1206 SEWER DIST: WATER DIST: DATE: .PERMIT TYPE: COM AUG I 3J996 CITVCF C^::.S INSPECTED BY: DATE / ^ INSPECTED: lr/f$frL APPROVED INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED COMMENTS: FINAL BUILDING INSPECTION DEFT: BUILDING ENGINEERING FIRE 1HHHHS- U/H WATER PLAN CHECK*: CB951692 DATE: PERMIT*: CB951692 PERMIT TYPE: COM PROJECT NAME: 124,504 SF SHELL BUILDING . miri'M«f&feys^^Ki^*^'^&^-^*'"i-'^'j"-'"- - - *ADDRESS: sIpW CWECWO VIDA- ROBLE CONTACT PERSON/PHONE*: MW/RUSSELL/729-1206 SEWER DIST: WATER DIST: INSPECTED ->v r I DATE . - \y BY: Cy\r\l \)g\£rQV INSPECTED: g'll*74 APPROVED )\ DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: DEFT: BUILDING FINAL BUILDING INSPECTION ENGINEERING 4W PLANNING U/M PLAN CHECK*: CB951692 PERMIT*: CB951692 PROJECT NAME: 124,504 SF SHELL BUILDING WATER DATE: 06/18/96 PERMIT TYPE: COM AUUKLbb : ••••NVKRXWU CONTACT PERSON/PHONE* SEWER DIST: INSPECTED BY: Q- (6<aj£_cJL. INSPECTED BY: INSPECTED BY: COMMENTS: ! MW/RUSSELL/729-1206 WATER DIST: DATE INSPECTED: iq£l<[%> APPROVED D] F)PI) AUG14 1996 i| Ry >*^- DISAPPROVED DATE INSPECTED : APPROVED DISAPPROVED DATE INSPECTED: APPROVED DISAPPROVED CITY OF CARLSBAD INSPECTION REQUEST PERMIT* CB951692 FOR 08/15/96 DESCRIPTION: 124,504 SF SHELL BUILDING TYPE: COM JOB ADDRESS APPLICANT: CONTRACTOR: OWNER: 1950 CAMINO VIDA ROBLE STEIN6RABER, BRUCE PHONE: PHONE: PHONE: INSPECTOR AREA PY PLANCK* CB951692 OCC GRP B-2 CONSTR. TYPE VN STE: LOT: 619 789-3269 REMARKS: MW/BILL/970-3894/AM, PLEASE SPECIAL INSTRUCT: INSPECTOR TOTAL TIME: —RELATED PERMITS-- CD LVL DESCRIPTION PERMIT* SE950130 AS960024 CB960027 RW960018 US960010 TYPE SWOW ASC RETAIN ROW TU STATUS ISSUED ISSUED ISSUED ISSUED ISSUED CT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION 072596 Final Combo 072596 T-24 H-Cap Consultation 062196 Interior Lath/Drywall 061996 Interior Lath/Drywall 061996 Underground/Conduit-Wiring 061896 Interior Lath/Drywall 061796 Interior Lath/Drywall 061496 Ftg/Foundation/Piers 061396 Frame/Steel/Bolting/Welding 061396 Roof/Reroof 061196 Exterior Lath/Drywall 061196 Frame/Steel/Bolting/Welding 061096 Frame/Steel/Bolting/Welding 061096 Frame/Steel/Bolting/Welding 061096 Rough Electric 060796 Exterior Lath/Drywall 060696 Frame/Steel/Bolting/Welding 060596 Frame/Steel/Bolting/Welding 060496 Frame/Steel/Bolting/Welding 060396 Frame/Steel/Bolting/Welding 053196 Ftg/Foundation/Piers 053096 Ftg/Foundation/Piers ACT PI PI AP PA AP AP CA AP CO AP AP PI AP PI PA AP AP CO CO AP AP AP INSP TP TP PY PY PY PY PY TP TP TP PY TP TP TP TP PY PY TP TP TP PK PY COMMENTS PARTIAL WALK THRU EXT LITES 6 BOLLARDS NORTH STAIRS 2' PLANTER WALL ARCH DETAIL FOR TOP ATTCH ROO ROOF DRAINS LOADING DOCK ASSIST ON 1HR STR ENCL DISC CEIL FOR ENCL TNC DOCK CONF OF 1 HR COORD & STR WELL SVC GEAR & PNLS,TRANS LOADING DOCKS SHEAR WALL § STAIRS ST 36 STRAPS & HDS SHR WALLS SHEAR WALLS SHEAR PLYWD % TRK DOCK WALLS LIGHT STANDARDS POUR STRIP e DOCK CITY OF CARLSBAD BUILDING DEPARTMENT DATE. NOTICE LOCATION. PERMIT NO, 438-3550 2075 LAS PALMAS DRIVE TIME. if. •7^ <L&&*At *4~ FOR INSPECTION CALL 438-3101. RE-INSPECTION FEE DUE? FOR FURTHER INFORMATION, CONTACT YES PHONE CODE ENFORCEMENT OFFICER EARTH SYSTEMS ENGINEERING GROUP SMH Diege Cottnty 2240 Vineyard Avenue Escondldo, CA 92029 <619>738-«eOO Orange County 1442 E. Lincoln Avenue, 449 Orange, CA 92665 (714) 283-5470 Bay Are* 076 E. Grant Line Road Tracy, CA 95376 (800) 564-7645 August 8, 1996 Transmittal Via: Picked up Four Sher Development 990 Highland Drive Carlsbad, CA 92075 Reference: Carlsbad Corporate Center, 1950 Camino Vida Roble, Carlsbad, California Project No. 96-0420 Enclosed please find the following: 1 Report of Special Field Inspection during Structural Steel Welding and High Strength Bolt Installation Operations 1 Report of Special Field Inspection during Reinforced Masonry Operations 1 Report of Special Field Inspection during Reinforced Concrete Operations Comments: If you have any questions please call our office at (619) 738-8800. Respectfully, Earth Systems Engineering Group An Anthonty-Tiylor Company Chris Post CIVIL • STRUCTURAL • GEOTECHNICAL • ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT EARTH SYSTEMS ENGINEERING GROUP Sm Diego County 2240 Vineyard Avenue EscondMo, CA 92029 (619) 738-8800 Onatgt Coufttjf 1442 E. Lincoln Avenue, 449 Orange, CA 92665 (714)283-5470 Bay Area 876 E. Grant Line Road Tracy, CA 95376 1800) 564-7645 August 6, 1996 Four Sher Development 990 Highland Drive Carlsbad, California, 92075 Attention: Mr. Charlie Sher Subject: Report of Special Field Inspection During Structural Steel Welding and High Strength Bolt Installation Operations Carlsbad Corporate Center 1950 Camino Vida Roble, Carlsbad, California Job No.: 96-0420 Dear Mr. Sher: In accordance with your request, Earth Systems Engineering Group has provided special inspection services during structural steel welding and high strength bolt installation operations at the subject site in Carlsbad, California. These operations were performed between April 13, 1996 and July 24, 1996 and were visually inspected by a registered deputy inspector sent from this firm. Based on our inspections, the structural steel welding operations completed at the subject site between April 13, 1996 and July 24, 1996 appear to have been performed in accordance with the approved structural plans and all applicable building codes. Certificates signed by our registered inspector which indicate that the structural steel welding operations performed at the site conform with the provisions of local building codes have been filed with the City of Carlsbad, California. This opportunity to be of service is sincerely appreciated. Should you have any questions lis letter, please do not hesitate to call this office. Reference to our Project No. •14 4 t ••. 4 . • * *96-0420 will help expedite a reply to your inquiries. Respectfully Submitted, EARTH SYSTEMS ENGINEERING GROUP An Anthony-Taylor Company Steven J. Barger Project Engineer RCENo. 34318 CIVIL • STRUCTURAL • GEOTECHNICAL • ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT EARTH SYSTEMS ENGINEERING GROUP 2240 Vineyard Avenue Escondido,CA 92029 (619) 738-8800 Onmgt County 1442 E. Lincoln Avenue, 449 Orange, CA 92665 (714) 283-5470 676 E. Cram Line Road Tracy, CA 95376 (800) 564-7645 August 7, 1996 Four Sher Development 990 Highland Drive Carlsbad, California, 92075 Attention: Mr. Charlie Sher Subject: Report of Special Field Inspection During Reinforced MasonryOperations Carlsbad Corporate Center 1950 Camino Vida Roble, Carlsbad, California Job No.: 96-0420 Dear Mr. Sher: In accordance with your request, Earth Systems Engineering Group has provided special inspection services during reinforced masonry operations at the subject site in Carlsbad, California. The reinforced masonry operations were performed by Sammons Masonry between April 2, 1996 and April 8, 1996. These operations were visually inspected by a registered deputy inspector sent from this firm. Based on our inspections, the reinforced masonry operations completed at the subject site between April 2, 1996 and April 8, 1996 appear to have been performed in accordance with the approved structural plans and all applicable building codes. Certificates signed by our registered inspector which indicate that the reinforced masonry operations performed at the site conform with the provisions of local building codes have been filed with the City of Carlsbad, California. This opportunity to be of service is sincerely appreciated. Should you have any questions regarding this letter, please do not hesitate to call this office. Reference to our Project No. 96-0420 will help expedite a reply to your inquiries. Respectfully Submitted, EARTH SYSTEMS ENGINEERING GROUP An Anthony-Taylor Company Steven J. Barger Project Engineer RCE No. 34318 V CML • STRUCTURAL • GEOTECHNCAL • ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT I' 1 Ij/lUlJ. Sm Diego County 2240 Vineyard Avenue Eicondkto, CA 92029 (619) 738-8800 Jl (JlUIXiiTlU Jji\VJlllljl_aYlHVJ V. Onmgt County 1442 E. Lincoln Avenue, 449 Orange, CA 92665 (714)283-5470 Bay Art* 876 E. Grant Line Road Tracy, CA 95376 (800) 564-7645 August 6, 1996 Four Sher Development Job No.: 96-0420 990 Highland Drive Carlsbad, California, 92075 Attention: Mr. Charlie Sher Subject: Report of Special Field Inspection During Reinforced Concrete Operations Carlsbad Corporate Center 1950 Camino Vida Roble, Carlsbad, California Dear Mr. Sher. In accordance with your request, Earth Systems Engineering Group has provided special inspection services during reinforced concrete operations at the subject site in Carlsbad, California. The reinforced concrete operations were performed between February 6, 1996 and May 17, 1996. These operations were visually inspected by a representative sent from this firm. Based on our inspection, the reinforced concrete operations completed at the subject site between February 6,1996 and May 17, 1996 appear to have been performed in accordance with the approved structural plans and all applicable building codes. Certificates signed by our registered inspector which indicate that the reinforced concrete operations performed at the site conform with the provisions of local building codes have been filed with the City of Carlsbad, California. This opportunity to be of service is sincerely appreciated. Should you have any questions regarding this letter, please do not hesitate to call this office. Reference to our Project No. 96-0420 will help expedite a reply to your inquiries. Respectfully Submitted, EARTH SYSTEMS ENGINEERING GROUP An Anthony-Taylor Company *c Steven J. Barger Project Engineer RCENo. 34318 *\ /* CIVIL • STRUCTURAL • GEOTECHNICAL • ENVIRONMENTAL ENGINEERING • TESTING & INSPECTION • ARCHITECTURE • CONSTRUCTION MANAGEMENT C10# 562747 MyerSon Electric Inc. DATE: Augusts, 1996 SUBJECT PROJECT:LOTS 33 & 34 1950 CAMINO VIDA ROBLE CARLSBAD, CA. 92008 TO WHOM IT MAY CONCERN, THE SWITCHGEAR ON THE ABOVE PROJECT HAVE BEEN TORQUED TO MANUFACTURES SPECIFICATIONS. Sincerely, Jeff 310 N. Andreasen Dr. Escondido, Ca. 92029 Phone (619) 746-9881 Fax 746-0610 ( ^\G J „. PROJECT STATUS REPORT/ i . , . WORK AUTHORIZATIONJ electro ®te/t * t f*l IPNT PROJECT . _1 A 5 0 C*& \* \ fo o v/^fc "p.0 &£j? ETIJOBNO. ENGINEER . ^DATEG5T --ZA-^t THIS DOCUMENT IS INTENDED TO PROVIDE PRELIMINARY INFORMATION AS TO THE STATUS OF THIS PROJECT. A FORMAL REPORT WILL BE SUBMITTED AT THE PROJECT COMPLETION. THE FOLLOWING ITEMS REQUIRE RELACEMENT, REPAIR AND/OR ADJUSTMENT: THE FOLLOWING TESTS AND/OR INSPECTIONS ARE REQUIRED PRIOR TO PROJECT COMPLETION: THE FOLLOWING WORK IS AUTHORIZED: T et - 5CT — vo A =\V Tt> - - ib -tc AUTHORIZATION NO. PSWA/90 «1990 ETI WHITE COPY - FILE, PINK COPY - CUSTOMER PAGE OF XASSCC A KM internationalConference of Building OffIcis RICHARD L HARDY CERTHFW SPECIAL INSPICTOR RHNKNK0 CONCRETE 1994 EDITION UBC ft ASTM STANDARDS The Individual named hereon is CERTIFIED in thecategory shown, having bean so certified pursuant tosuccessful completion of the (prescribed writtenexaminatiGExpiration No. 63601Not v5\d unless Slflnefl by certificate holder. ICBO certification attests to competent knowledge of codes and standards Applicable experience should be verified by local jurisdictions. CBrTIRB» SPKIAL INSPECTOR .successful completion ofexamination.pynlratlon taNotaild unless sgngcbVcfeitltlcale HOIdei1. ;C80 certification attests to competent knowledge of codes and standards. Applicable experience should be verified by (ocaf lurtsdictions. International Conference of Building Officials 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2298 • (310) 699-0541 February 12, 1996 COUNTY OF KTTSAP PORT ORCHARD, VMSHNQTOM FRSTVICE-CHMRMAN THOMAS ft. THOMPSON, CMA BUUNNQOmCWL BROOMPmO, COLORADO SECOND VCE-CHAJflMAN 849683 RICHARD L HRREY 636 8TH AVE NE #244 AUBURN, WA 98002-4369 SERVICES DMECTONPHOENDCARODNA MMEDUTE MSTCHMRMAN BULDMQ CODE OFFICE* STPAUUMNNESOTA THOMAS C. AMMMON BUUNNQ OFFICIAL HOPMNS, MINNESOTA BUUNWOmCML BURUNGHHE. CAUPORMA PAULTBMnrrON MANAGER. BULDIMI AND CODE ENFORCEMENTVANCOUVER, WUHNOTON ROanR. EVANS, CBXX DIRECTOR OF BUUMNQ SERVICESSALT LAKE CITY, UTAH CHIEF BUUNNa OFFICIALPALO ALTO. CALIFORNIA KBMETH O. UUMEN, CMJO. DIRECTOR OF 8UUNNQ AND HOUHNQ CHULA VISTA. CALIFORNIA CODES ADMMSTRATOR LAKHWOOO, COLORADO B0lf*lpi . tftfffAMB. C AOi- OReCTOH OF MBFECTION8 MAFLE GROVE, MWNE8OTA BULOmaonciAL FLANO. TEXAS Certification Nb: 65437 Category: Structural Steel and Welding Expiration Date: 09/25/96 ICBO Personal I.D. No.: 849683 Your certification in the category noted above under the Voluntary Certification Program is due to expire. If you wish to renew this certification for the next 3 years, please ccrplete the enclosed renewal examination and return the examination booklet and answer sheet, together with your $ 70.00 (non-refundable) renewal fee as scon as possible to the attention of the Education Department at the above address. A ndiiimum score of 75 is required for passing the renewal examination. If the renewal examination papers and fee are not received prior to the expiration date, we will assume that you no longer wish to carry the certification and you will be removed from the records. If you have any questions regarding your certification renewal, please contact the Education Department. UMRVW.mCHAI BULDWQ SAFETY DMECTOH OLENDALE.AflaONA KUMAR W. SCHUUm, CMA DMECTOR. SUIDINQ DEPARTMENT MWORT BEACH. CAUFORNM MNK.WNrn.CM. CHEF OF BUUNNQ WBPECTIONB•ULWNQ SAFETY DM8WN ANCHORAGE, ALASKA /90 Very truly yours. Education Department FAX EduMton C80ES.tog NoBhun (310)8»«91 (910) 6164694 (310) BflB-36BS (310)OB2-342S (317)87W»68 (818) 741-0478 (810)4634298 (812)3434116 (208)637-8938 Regional Offices: 6130 Stoneridge Mall Road, Suite 120 • PJeasanton, California 94568 • (510)734-3080 7998 Georgetown Road,Suite900 • Indianapolis, Indiana 46268 • (317)879-1677 6738 N.W. Tower Drive • Kansas City, Missouri 64151 * (816)741-2241 9300 JoUyvilte Road, Suite 101 • Austin, Texas 78759-7455 • (512)794-8700 2122-112th Avenue, N.E., Suite B-300 • Bellevue, Washington 98004 • (206)451-9541 International Conference of Budding Officials GREGWGVFORD CERTIFIED SPECIAL INSPECTOR STRUCTURAL MASONRY 1994 EDITION • UNIFORM BUILDING CODE Tha individual namad hereon is CERTIFIED in tha category shown, having been so certified purauant to successfulcompletion of tha praaoribad written examination.Expiration date: November 18, 189JR/ /} J " haw CrfffcCfthJNot vaUd* uICBO cartfficttion tttomt* to Rampottnt ttaow*ttmndfHim. Apptic*blo axpoffoneo fhouM bo iernrieate holder. dgo of eodo* ondrariOM/ by tec*/ International Conference of Building Officials GREQ W QJFFORD CCRTIHEO SPECIAL INSPECTOR REINFORCED CONCRETE1994 EDITIONS - UBC * ASTM STANDARDS Tha individual namad haraon la CERTIFIED In tha category shown, having baan so certified pursuant to suooassful completion of tha praaoribad writtan examination.Expiration data: Jury IB* 1998 * No. 8446S .XttflA iJ,^.-- Not vaNauraaaittorwalKjbartiffobta hodarTICBO cfftfffcmtfoa «na«r« to compmtont knowtoope of eeato mudtttndmrd*. AppHcobl* mxporionom thouU bo vmrifhd by Mtrratione) Oonlmne* Irrttrrattonil AtsodationofPlumUngandMtchinfcal Offices cJte.7 vyjora 096219 certificate hotter IntomsjUonsJ Conference of Building Officials OREOWQIFFORD BULDINO INSPECTOR 1901 EOmON - UNIFORM BUILDING CODE The individual namad hereon ie CERTIFIED In the category shown, having been so eertlfled pufeuent to euoaessful oompMlon of the praacribad written Expiration dito: November 19,i"- No. 75721 JfAiKi KOO International Conference of Building OfficialsGREG W GffFORD CERTIFIED SPECIAL INSPECTOR STRUCTURAL STEEL AND WELDING 1994 EDITION - UNIFORM BUILDING CODE The individual named hereon is CERTIFIED in tha category shown, having been so certified pursuant to successful completion of the prescribed written examination. Expiration date: September 16..1998/ i j No. 86314 ./(fliLQ. ^^LM.Mi**-'^Not valid Ufilesssignan (by certjftBate hokfer. ICBO certfficftfon ottetU to eompotont knowitdgo of cod** am/ AppHctbf* axpartenca thouM b* vwrtflW Ay toc*t /7Jo 94/23/1395 13:05 6196736418 R2H ENGINEERING PAGE 92 TO; WALT FEGLEY : RENO CONSTRUCTION 462-8637 CHARLIE SHER : FOUR SHER DEVELOPMENT 792-1332 BRUCE STEINGRABBER ; PROGRESSIVE IMAGES IN ARCHITECTURE 789-2915 FROM: SCOTT UYEDA R2H ENGINEERING PROJECT: LOT 33/34 DATE: March 26,1995 SUBJECT: REVISIONS TO STRUCTURAL DETAILS AT THE REQUEST OF RENO CONTRACTING This memo is to approve the following changes to the structural drawings as requested by Reno Contracting: Item 1: Substitute the 1 1/2" non-shrfnk grout placed between the bottom of the tilt-up concrete panel and the top of the footing with a concrete pea gravel mix with a water reducer (Reference details 4,7,8,16 on Sheet S-12) is acceptable provided the following: A. Submit the concrete pea gravel mix design for our approval B. Submit the method of installation of the grout below the panels using the pea gravel mix C. R2H wfll observe the installation of the grout. Reno Contracting will pay for the cost of this observation. Item 2: The vertical stem on the top of the footing for Panels 27 thru 33 along Grid Line A and skewed loading dock panels (reference details 7 and 8 on Sheet S-12) may be omitted on written approval by the owner. Reno Contracting to obtain written approval from the owner. Reno Contracting to send R2H Engineering copy of the written approval by the owner. Item 3: The vertical stem may be constructed as a second pour on top of the continuous wall footing and cast against the tilt-up concrete wall panel for Panels 34 thru 53 along Grid Lines 10 and S (Reference detail 7 on Sheet S-12) provided the following: A. #4 vertical dowels into the stem shall be placed at 12" o.c. instead of 18" oc. B. The hardened concrete shall be clean and free of laitance and roughened to a Ml amplitude of approximately 1/4" Please contact Scott Uyeda at 673-8416 for any questions. Thank you Scott Uyeda FEB~08-9e THU 11:5T AM R2H ENGINEERING INC R2H Engineering, Inc./' 1 619 675 ©418 Joa NO DATE P. 02 BY_SHEET OF J _ SUAB JOINTS TYP 5 1/2" THICK CONCRETE SLAB ON (&RADC (f'c • 4yO<5O PSi; w/ «3 BARS • 1^' OA, EA.WAT ^CENTEREP IN SLAB^ SPECIAL INSPECTION NOT RE<SUIR5t?. SLAB UNDERLAIN BY A 4" SANP KI/ 6 MIL. VAPOR BARRIER AT MID-DEPTH OF TYP. _L Iof3 o j s~^ tD *fll3& * fct\&&Sfew^"ft$^' ~l •— •sSk^;DDD 1 ^^ ^ D HM>! s ^?^=. 31 rt C ed EsGll Corporation $rofts$iona( $fan tyview 'Engineers DATE: 5/1/96 a FIRE JURISDICTION: Carlsbad a FILE PLAN CHECK NO.: 95-1692 rev SET: I PROJECT ADDRESS: 195O Camino Vida Roble PROJECT NAME: Carlsbad Corporate Center Shell Only Open Web Steel Joists The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X 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: Date contacted: (by: ) Telephone #: REMARKS: No plan check fee been charged. By: David Yao Enclosures: approved plan and calcs Esgil Corporation ] GA D CM D GP D PC 4/23 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (619)560-1468 *• Fax (619) 560-1576 EsGll Corporation Professional ffan %£Viea} "Engineers DATE: 1/11/96 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1692 SET: II PROJECT ADDRESS: 195O Camino Vida Roble PROJECT NAME: Carlsbad Corporate Center Shell Only Q APB^jCANT qjURjg) Q FIRE a PLAN REVIEWER P FILE X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: X] 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: Date contacted: (by: ) Telephone*: REMARKS: By: David Yao Esgil Corporation Q GA n CM D Enclosures: log trnsmtLdot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4 (619)560-1468 *• Fax (619) 560-1576 EsGll Corporation fyvitw 'Lnginttrs DATE: 12/8/95 FIRE JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 95-1692 SET: I PROJECT ADDRESS: 195O Camino Vida Roblc PROJECT NAME: Carlsbad Corporate Center The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Bruce Steingraber 24212 Sargeant Road Ramona CA 92065 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: Date contacted: (by: ) Telephone*: REMARKS: By: David Yao Enclosures: Esgil Corporation 3 GA ^ CM Q GP D PC 11/2$ tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (619) 560-1468 * Fax (619) 560-1576 Carlsbad 95-1692 12/8/95 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 95-1692 OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: unlimited SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 12/8/95 JURISDICTION: Carlsbad USE: warehouse/manufacture/office ACTUAL AREA: 124504 SF STORIES: 2 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/20 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): 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 1991 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. 303 (c), 1991 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 addressedf 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 {1991 UBC ) comforw.dot Carlsbad 95-1692 12/8/95 • PLANS 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. • SITE PLAN 2. Clearly designate any side yards used to justify increases in allowable area based on Section 506. • FOUNDATION 3. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 2905(c). 4. 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). 5. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. Please clearly specify on the plan the method for the site earthwork and foundation design/construction.(page 8 of the soils report) 6. 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 intent of the soils report." 7. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). Carlsbad 95-1692 12/8/95 • FRAMING 8. 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. 306 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • FIELD WELDING • HIGH STRENGTH BOLTS • DESIGNER-SPECIFIED • OTHER 9. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof. Section 1708. 10. Sheet 5 of the calculation show that the 52 feet span use 32LHJ5 joist. The framing plan shows 26 LHJ5. Please clarify. 11. Sheet 15 of the calculation show the anchor bolts at ledger along line 1 and 10 are 24"o.c.. Detail 17/S-15 shows the anchor bolts are 48"o.c.. Please check. 12. Are all the openings have 2-#5 jamb bars typically? The elevation shows the rebars are on top of the 2-#5? 13. Sheet 41 of the calculation show the jamb along line#G is 9 feet width. The elevation appears did not show the 9 feet jamb. Please clarify. 14. Sheet 75 of the calculation shows the typical horizontal reinforcement is #5 @ 15"o.c.. The elevation shows #5 @16"o.c. Please check. 15. Sheet 82 of the calculation show the shear reinforcement for panel 43 is #3 @ 6"o.c.. Sheet S-9 of the plan appears did not show this reinforcement. Please check. 16. There are two C-2 columns shown on the column schedule. Please clarify. Carlsbad 95-1692 12/8/95 17. Sheet 132 of the calculation show the footing at mezz.edge is 4'-6"SQ. The footing schedule did not have any footing this size. Please check. 18. Sheets 133,134,135 of the calculations appear show there are plywood shear wall to resist the lateral force at mezz. The framing plan (S-4) appears did not show it. Please clarify. 19. The grade beam sizes and reinforcements for the braced frame appear are not clearly identified on the plan. Please check, (sheet 146,154,155 of the calcualtions) 20. Are the braced frames for the mezz. consider the ?RJB factor? Please clarify. Please refer to the following corrections for plumbing, mechanical,energy and electrical items. • ADDITIONAL 21. Note on the plan that this building can not be occupied until the tenant improvement is approved by the building department. 22. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 23. Piease 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: Q Yes a No 24. 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 95-1692 12/8/95 • ELECTRICAL PLAN REVIEW • PLAN REVIEWER: Chuck Mendenhall 25. Specify that the" nearest electrode" will be used for each transformer secondary ground system (i.e., building steel, cold water pipe). NEC 250-26(c). 26. Specify the dimensions of equipment rated 1200 amps or more. NEC 110-16(c). 27. Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. NEC 110-16(c). In lieu of this provide a min of 6' clear between the service equipment and the opposite wall. 28. Note on the plans that the service GFP will be performance tested per San Diego Area Newsletter 230-95. 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 4 PLAN REVIEWER: Glen Adamek • PLUMBING (UNIFORM PLUMBING CODE) 1. Show 1/4 inch per 12 inch slope on drain and waste lines. UPC Section 407. 2. Provide scupper sizing calculations, for main roof drainage and overflow roof drainage as per UBC, Section 3207, and UPC, Appendix 'D'. • MECHANICAL (UNIFORM MECHANICAL CODE) 3. Provide mechanical ventilation in all rooms capable of supplying a minimum of 5 cubic feet per minute of outside air with a total circulation of not less than 15 cubic feet per minute per occupant. Section 605 and 705, UBC. In Open Lease Spaces 202 & 203 and Lobbies 101 & 201 show required ventilation. See sheets A-5 and A-7. 4. Detail ladder access for roof mounted HVAC equipment. Carlsbad 95-1692 12/8/95 • ENERGY CONSERVATION NOTE: Plans submitted after July 1,1995 must comply with the new energy standards. 5. Provide complete shell building energy designs for the proposed Open Lease Spaces 202 & 203 and Lobbies 101 & 201 envelope. Provide the completed ENV- forms showing envelope energy compliance. Or clearly note that the building is not to be heated or cooled 6. On the plans clearly show the wall, floor, and roof insulation locations, thickness, and R-values, as per the energy design. 7. Complete energy plan check will be done when complete corrected energy designs are provided. 8. The completed and signed ENV-1 forms must be imprinted 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. Carlsbad 95-1692 12/8/95 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1692 PREPARED BY: David Yao DATE: 12/8/95 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: B-2 TYPE OF CONSTRUCTION: V-N BUILDING PORTION industrial plants Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (sq. ft.) 124504 124504 VALUATION MULTIPLIER 24 1.7 VALUE ($) 2,988,096.00 211,656.8 3,199,752.80 UBC Building Permit Fee: UBC Plan Check Fee: Comments: $ 7,939.5 $ 5,160.75 Sheet 1 of 1 valuefee.dot City of Carlsbad DATE: - BUILDING ADDRESS: PROJECT DESCRIPTION: m ASSESSOR'S PARCEL NUMBER: Engineering Department BUILDING PLANCHECK CHECKLIST PLANCHECK NO. CB^S"/ EOT. VAL APPROVAL The item you have submitted for review has been approved. The approval Is based on plans, information and/or specifications provided In your submlttat; 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. LJ A Right-of-Way permit Is required prior to construction of the following improvements: ENGINEERING DEPARTMENT fa DENIAL * Please see the attached report of deficiencies marked with ST Make necessary corrections to plans or spedficofbns for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this, office for review.. _ , _ By:.Date: By:.Date: ATTACHMENTS CD Dedication Appteatton D Dedication Checklist LJ Improvement Application LJ Improvement Checklist I—I Future Improvement Agreement LJ Grading Permit Application Q Grading SubmittaJ Checklist CD Right of Way Permit Application D Right of Way Permit Submrttal Checklist and Information Sheet LJ Sewer Fee Information Sheet P:\DOCS\CHKLST\BP0001 .FRM ENGINEERING DEPT. CONTACT PERSON of Carisbad ADDRESS: 2075 Las Palmas Dr.. Carlsbad. CA 92009 PHONE : (Bm 438-1161. Ext. A-4 REV09/11/S4 2O75 Las Patmas Dr. - Carlsbad, CA 92OO9-1S76 • (619) 438-1161 • FAX (619) 438-O894 BUILDING PLANCHECK CHECKLIST SITE PLAN D D D 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Property Unes Easements B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets D D D 2. Show on site plan: * A. Drainage Patterns C. Existing Topography B. Existing & Proposed Slopes D D 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 UBC2907(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.). D D 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 P:\DOC8\CHKL8T\BP0001.FRM Page 1 Of 4 REV 05/11/M BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 1st/ 2ndi/ 3rd/ D D D 5. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were complied with by: Date:. GJ C DEDICATION REQUIREMENTS D D 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: 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 D D 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ -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 improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: Date: P:\DOC8\CHKLST\BP0001.FRy Page 2 OT 4 REV OS/11/94 MC BUILDING PLANCHECK CHECKLIST U D D 7b. Construction of the public improvements may be deferred pursuant to code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future public Improvements required as follows: Improvement Plans signed by: Date: D D D 7c. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department. Future Improvement Agreement completed by: Date: D 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building sfte must be repaired to the satisfaction of the Cltv Inspector Prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D D D 8a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). D D D 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be Submitted together with the completed application form attached. NOTE: The Grading Permit must be Issued and rough grading approval obtained prior to issuance of a Building Permit. D/i j A ,3 4- j ** - fcLfrt^b*( Grading Inspector sign off by: Date: D D D 8c. No Grading Permit required. P:\DOCS\CHI03T\BP0001.FRy Pag> 3 Of 4 REV OS/11/W .A- 2ncV BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, trees, driveways, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for iL s*5< (T A separate Right-of-Way permit issued by the Engineering Department is required for the following: • D D 10. A SEWER PERMIT is required concurrent with 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: P:\DOCS\CHKLST\BP0001JRM Page 4 of 4 REV OS/11/M ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET Q Estimate baMd on unconfirmed information from applicant. 0" Calculation based on building plancheck plan submrttal. Address:BWg. Perniit No. Prepared tor/ft A /^ Date/^/2^ Checked bv:Date: EDU CALCULATIONS: List types and square footages for all uses.- - «, -, Types of Use:6(jQ/^oyS^ Sq.EDU's: Total EDU's: APT CALCULATIONS: List types and square footages for all uses. Types of Use:/V 3 Q* Ai** Aau£ e. Sq. £4* : fe ^ 3 TotaJ ADTs FEES REQUIRED: 0YES DPUBLIC FACIUTIES FEE REQUIRED YES NO (See Building Department for amount) WITHIN CFD: 0YES (no bridge & thoroughfare fee. D NO reduced Traffic Impact Fee) FEE/UNIT: PARK AREA: X NO. UNITS:=$ B^TRAFRC IMPACT FEE ADTsAJNITS:X FEE/APT: . BRIDGE AND THOROUGHFARE FEE ADTs/UNITS: MANAGEMENT FEE [&5. X FEE/ADT: ZONE: ^ X FEE/SO.FT.: SEWER FEE PERMIT Ho EDU'.: BENERT AREA: _ EDU's v .„... 6. DRAINAGE FEES PLDA ACRES: "7* DRAINAGE BASIN: X FEE/EDU- \S $_ HIGH x FEE/AC: /LOW Bs. T SEWER LATERAL ($2,500 DEPOSIT) •«»30i6g9 •$_ WATER FEE TOTAL OF ABOVE FEES*: S i V <3 fo *NOTE: This oateuWlon sheet to NOT • complete list of all fee* which may be due. Dedications and Improvements may also be required with Building Permits. P:\DOCS\MISFORMS\BP0002.FRM REV 01/04/95 PROJECT INSPECTOR: PROJECT ID CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE DATE: // GRADING PERMIT LOTS REQUESTED FOR RELEASE:. N/A = NOT APPLICABLE / = COMPLETE 0 = Incomplete or unacceptable 1st X X X X X X X f£x / 2nd. / X X^x / // / 1. 2. 3, 4. 5. 6. 7. 8. 9. 10. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted 81/2" x 11" site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts Can water service be installed prior to bringing building combustibles on site. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits Js still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Project Engineer Date <Vs r- Plan Check No. Planner APN: PLANNING Address Phone 438-1161 ext. (Name) /&TTKS $ la ( ' •I 41 •W W Mm m m 0 s a 5 S i £ a a era. Type of Project and Use Zone r^r| Facilities Management Zone CFD (in/out) # _ circle (It property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Item Complete Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified a D Environmental Review Required: YES NO _ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval ECD Discretionary Action Required: YES TYPE APPROVAL/RESO. NO. PROJECT NO. OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval it 6 , •** "7 /* ftj -• ; ! .^ \ ^ -di| <T. ^ I 7; Zf D D California Coastal Commission Permit Required: YES _ NO £_ DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval HT]D Inclusionary Housing Fee required: YES NO *s (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Site Plan: Zoning: 0-tin D D D Additional Co 2. 3. 4. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. Provide legal description of property, and assessor's parcel number. Setbacks: Front: Int. Side: Street Side: Rear: Lot coverage: Height: Parking: Required Required Required Required Required Required Spaces Required Guest Spaces Required Shown Shown flfe'~ Shown l\Q' Shown IL& r Shown Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE PLNCK.FRM City of Carlsbad Planning Department July 11, 1995 Four-Sher Development 990 Highland Drive, Suite 202 Solana Beach, CA 92075 SUBJECT: PIP 954)6 - CARLSBAD CORPORATE CENTRE The City has completed a review of the application for a Planned Industrial Permit for development located at the northeast comer of the Kellogg Avenue and Camino Vida Roble intersection. It is the Planning Director's determination that the project J§ consistent with the City's Planned Industrial Zone regulations (Chapter 21.34) and with all other applicable City ordinances and policies. The Planning Director, therefore, APPROVES this request based on the following findings and conditions: Findings! 1. The Planning Director has found that, based on the EIA Part-n, mis Subsequent Project was described in the MEIR 93-01 and EIR 81-06 as within their scope; AND there will be no additional significant effect, not analyzed therein, AND that no new or additional mitigation measures or alternatives are required; AND that therefore this Subsequent Project is within the scope of the prior EIR's, and no new environmental document nor Public Resources Code 21081 findings are required 2. The Planning Director finds that the project, as conditioned herein for an industrial office/manufacturing/warehouse building, is in conformance with the Elements of the City's General Han, based on the following: a. Land Use - The proposed office/manufacturing/warehouie use is consistent with the uses allowed by the PI (Planned Industrial) General Plan designation of the subject property. b. Circulation - The project is consistent with the City's General Plan since the proposed industrial development is consistent with the land uses specified for the site as indicated on the Land Use Element of the General Plan and access is provided onto an existing public street c. Noise - The proposed development is subject to noise impacts from overflight activities at McCfeBan-Paloniar Airport and has been conditioned to record a notice concerning aircraft noise. d. Public safety - The project has been reviewed by the Cfty Engineering Department for compliance with all CHy design standards and requirements. 3. The project is consistent with the City-Wide Facilities and Improvements Plan, the applicable local facilities management plan, and all City public facility policies and ordinances since: a) The project has been conditioned to ensure that building permits will not be issued for the project unless the District Engineer determines that sewer service is available, and building cannot occur within the project unless sewer service remains available, and the District Engineer is satisfied that 2O75 Las Palmas Drive • Carlsbad, California 92OO9-1576 • (619) 438-1 161 PIP 95-06 - CARLSBAD CORPORATE CENTRE JULY II. 1995 PAGE 2 , the requirements of the Public Facilities Element of the General Plan have been met insofar as they apply to sewer service for mis project b) Statutory School fees will be paid to ensure the availability of school facilities in the Carlsbad Unified School District c) Park-in-lieu fees ate required as a condition of approval. d) All necessary public improvements have been provided or are required as conditions of approval. e) Hie developer has agreed and is required by the inclusion of an appropriate condition to pay a public facilities fee. Performance of that contract and payment of the fee will enable this body to find that public facilities will be available concurrent with need as required by the General Plan. 4. This project has been conditioned to comply with any requirement approved as part of the Local Facilities Management Plan for Zone 5 . 5. The project is consistent with the Comprehensive Land Use Plan (CLUP) for the McClellan-Palomar Airport, dated April, 1994 in that, as conditioned, the applicant shall record a notice concerning aircraft noise. The project is compatible with the projected noise levels of the CLUP, and; based on the noise/land use compatibility matrix of the CLUP, the proposed land use is compatible with the airport, in that it is an industrial project within the 6*5 CNEL noise contour. 6. That the project is consistent with the City's Landscape Manual, adopted by City Council Resolution No. 90-384. 7. That the site indicated by the Planned Industrial Permit is adequate in size and shape to accommodate the proposed use, and all yards, spaces, walls, fences, parking, loading, landscaping and other features required by Chapter 21.34 of the Carlsbad Municipal Code, in that all development standards regarding building height, building setbacks, lot coverage and landscaping have been met; 8. That the improvements indicated on the Planned Industrial Permit are located in such a manner to be related to existing and proposed streets and highways, in that access to the site is provided from an existing public street; 9. That the improvements as shown on the Planned Industrial Permit ate consistent with the intent and purpose of this zone and all adopted development, design and performance standards as set forth in Chapter 21.34 of the Carlsbad Municipal Code, in that all development standards regarding building height, building setbacks, tot coverage and landscaping have been met; Conditions: Planning: 1. Hie Planning Director does hereby approve the Planned Industrial Permit for die industrial ofTke/manufacturing/warehouse project entitled "Carlsbad Corporate Centre', dated July 10,1995, (Attachments "A" - "J" attached hereto and incorporated by this reference), subject to the conditions herein set forth. Staff is authorized and directed to make or require the Developer to make all corrections and modifications to the Planned Industrial Permit Documents, as necessary to make them internally consistent and conform to Planning Director's final action on the project Development shall occur 6. 7.s 8. 9. PIP 95-06 - CARLSBAD CORPORATE CENTRE JULY 11,1995 PAGE 3 substantially as ahown on the approved exhibits. Any proposed development substantially different from this approval, shall require an amendment to mis approval. 2. If any of the foregoing conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained according to their terms, the City shall have the right to revoke or modify all approvals herein granted, deny or further condition issuance of all future building permits, deny, revoke or further condition all certificates of occupancy issued under the authority of approvals herein granted, institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer or a successor in interest by the City's approval of this Planned Industrial Permit. 3. The Developer shall comply with all applicable provisions of federal, state, and local ordinances in effect at the time of building permit issuance. The Developer shall provide the City with a reproducible 24* x 36* mylar copy of the Site Plan as approved by the Planning Director. The Site Plan shall reflect the conditions of approval by the City. Ita Plan copy shall be submitted to the City Engineer and approved prior to building, grading, final map, or improvement plan submittal, whichever occurs first. Hie Developer shall include, as part of the plans submitted for any permit plan check, a reduced, legible version of the approving resolution/resolutions on a 24" x 36" blueline drawing. Building permits will not be issued for development of the subject property unless the District Engineer determines that sewer facilities are available at the time of application for such sewer permits and will continue to be available until time of occupancy. The Developer shall pay the public facilities fee adopted by the City Council on July 28,1987 (amended July 2, 1991) and as amended from time to time, and any development fees established by the City Council pursuant to Chapter 21.90 of the Carlsbad Municipal Code or other ordinance adopted to implement a growth management system or Facilities and Improvement Plan and to fulfill the subdivided agreement to pay the public facilities fee dated May 9, 1995, a copy of which is on file with the City Clerk and is incorporated by this reference. If the fees are not paid, this application will not be consistent with the General Plan and approval for this project will be void. The Developer shall provide proof of payment of statutory school fees to mitigate conditions of overcrowding as pan of the building permit application. The amount of these fees shall be determined by the fee schedule in effect at the time of building permit application. This project shall comply with all conditions and mitigation measures which are required as part of the Zone 5 Local Facilities Management Plan and any amendments made to that Han prior to the issuance of building permits. Trash receptacle areas shall be enclosed by a six-foot high masonry wall with gates pursuant to City standards. Location of said receptacles shall be approved by the Planning Director. Enclosure shall be of similar colors ancVor materials of the project to the satisfaction of the Planning Director. An exterior lighting plan including parking areas shall be submitted for Planning Director approval. AH lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property. PIP 95-06 - CARLSBAD CORPORATE CENTRE JULY 11, 1995 PAGE 4 12. No outdoor storage of material shall occur onsite unless required by the Fire Chief. In such instance a ' storage plan will be submitted for approval by the Fire Chief and the Planning Director. f 13. The Developer shall prepare a detailed landscape and irrigation plan in conformance with the approved V Preliminary Landscape Plan and the City's Landscape Manual. Hie plans shall be submitted to and approval obtained from the Planning Director prior to the approval of the final map, grading permit, or building permit, whichever occurs first The Developer shall construct and install all landscaping as shown on the approved plans, and maintain all landscaping in a healthy and thriving condition, free from weeds, trash, and debris. 14. The first submittal of detailed landscape and irrigation plans shall be accompanied by the project's building, improvement, and grading plans. 15. / Building identification and/or addresses shall be placed on all new and existing buildings so as to be "~^ plainly visible from the street or access road; color of identification and/or addresses shall contrast to their background color. \ „ 16. Prior to the issuance of the Planned Industrial Permit, Developer shall submit to the City a Notice of Restriction to be filed in the office of the County Recorder, subject to the satisfaction of the Planning Director notifying all interested parties and successors in interest that the City of Carlsbad has issued a Planned Industrial Permit on the real property owned by the developer. Said Notice of Restriction shall note the property description, location of the file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction. The Planning Director has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the developer or successor in interest. 17. ' Prior to the issuance of building permits, the Developer shall prepare and record a Notice that this property - is subject to overflight, sight, and sound of aircraft operating from Palomar Airport in a form meeting the approval of the Planning Director and the City Attorney (see Noise, Form #2 on file in the Planning Department). The exposed face of all retaining walls shall be decoratively treated and subject to the approval of the nning Director. Unless a standards variance has been issued, no variance from City Standards is authorized by virtue of approval of this site plan. 20. The applicant shall comply with all the rules, regulations and design requirements of the respective sewer and water agencies regarding services to the project 21. The applicant shall be responsible for coordination with S.D.G.&E., Pacific Bell Telephone, and Cable TV authorities. 22. All concrete terrace drains shall be maintained by the master association. If a master association, does not exist, then the property owner shall be required to maintain the concrete terrace drains. An appropriately worded statement clearly identifying the responsibility shall be placed in the CC&R's. 23. Prior to issuance of a building permit for any buildable lot within the subdivision, the property owner shall pay a one-time special development tax in accordance with City Council Resolution No. 91-39. PIP 95-06 - CARLSBAD CORPOKATB CENTRE JULY 11, 1995 PAGES 24. Prior to grading permit issuance, the applicant dull pay all current fees and deposits required 25. Pretreatment of the sanitary sewer discharge from this project may be required In addition to the requirements for a sewer connection permit the applicant shall conform to the requirements of Chapter 13.16 of the Carlsbad Municipal Code. The applicant shall apply for an industrial waste water discharge permit concurrently with the building permit for this project 26. Prior to issuance of a building permit the owner shall execute a hold harmless agreement for geologic failure. 27. Prior to issuance of a grading permit the developer shall submit proof that a Notice of Intention has been submitted to the State Water Resources Control Board 28. Based upon a review of the proposed grading and the grading quantities shown on the site plan, a grading permit for this project is required Prior to issuance of a building permit for the project, a grading permit shall be obtained and grading work be completed in substantial conformance with the approved grading plans. 29. Prior to hauling dirt or construction materials to or from the site, the applicant shall submit to and receive approval from the City Engineer for the proposed haul route. Hie applicant shall comply with all conditions and requirements the City Engineer may impose with regards to the hauling operation. 30. The developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting and erosion control shall be provided in accordance with the Carlsbad Municipal Code and the City Engineer. Reference Chapter 11.06. 31. Additional drainage easements may be required Drainage structures shall be provided or installed prior to or concurrent with any grading or building permit as may be required by the City Engineer. 32. The applicant shall comply 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 permit These plans shall include the following: A. Gravel drainage filters shall be installed at all on-site storm drain inlets to reduce surface pollutants entering the public storm drain system. B. An ongoing program to remove dirt, litter, grease, oil and other debris from the parking and common areas shall be established and enforced. C. The facility's management staff shall make use of and coordinate with the City's established program regarding the removal and proper disposal of toxic and hazardous waste products. 33. The structural section for the access aisles must be designed with a traffic index of 5.0 in accordance with City Standards due to truck access through the parking area and/or aisles with an ADT greater than 500. The structural pavement design of the aisle ways shall be submitted together with required R-value soil test information and approved by the City as part of the building site plan review. PIP 95-06 - CARLSBAD CORPORATE CENTRE JULY 11, 1995 PAGE 6 Special Engineering Conditions 34. Prior to Issuance of a grading permit the required sewer equivalent dwelling unit* (EDU'a) shall be put on sheet T-1 off the substantially conforming Site Plan. 35. Prior to Issuance of & grading permit the following note shall be placed on the preliminary and final grading plans and sheet A-1 of the substantially conforming Site Plan: "Existing curb, gutter and sidewalk". This note shall be placed at the Kellogg Avenue, Owens Avenue and Camlno Vlda Roble frontage. 36. Prior to Issuance of a grading permit the proposed lunch deck located at the northeast corner of the property shall be placed on the preliminary and final grading plans. 37. Prior to issuance of a grading permit an Inlet shall be placed on the preliminary and final grading plans at the proposed concrete brow ditch terminus, located at the proposed northerly slope/retaining wall, which shall convey slope runoff by means of an on-sfte underground storm drain system to the storm drain/grease trap located at the southwest corner of the site, to the satisfaction of the City Engineer. 38. Prior to Issuance of a grading permit a solls/geotechnlcal report shall be prepared for the project/property. 39. Prior to Issuance of a grading permit the applicant shall provide an acceptable means for maintaining the private easements within the project and all the private storm drain facilities located therein. Adequate provision for such maintenance shall be provided to the City and be subject to the approval of the City Engineer. 40. Prior to Issuance of a grading permit the applicant shall Initiate and complete a quit claim of the existing private drainage easement along the easterly property boundary as indicated on Carlsbad Tract 81 -46 (CT 81 -48) Unit 2 and sheet C-125 of the preliminary grading plan. The applicant, In conjunction with the adjacent property owner, shall also create a 15* minimum private storm drain easement at this location. This shall be required to correct the existing private storm drain easement discrepancies on the above referenced map (CT 81*46, Unit 2.) 41. Prior to Issuance of a grading permit the applicant must submit legal proof that they are the "owners In fee title" of the parcel(s) which they plan to develop, to the satisfaction of the City Engineer. 42. Prior to Issuance off a grading permit any reference to "decorative pavement", within the public right off way, shall be deleted from sheet A-1 of the substantially conforming Site Plan. Fire: 43. Prior to the issuance of building permits, complete building plans shall be approved by the Fire Department 44. An all weather, unobstructed access road suitable for emergency service vehicles shall be provided and maintained during construction. When in the opinion of the Fire Chief, the access road has become unserviceable due to inclement weather or other reasons, he may, in the \ City of Carlsbad 95132 Fire Department * Bureau of Prevention General Comments: Date of Report: Wednesday. November 29.1995 Contact Name Bruce Stelngraber Address 24212 Sargeant Rd City, State Ramona CA 92065 Planning No. HDP95-08 Job Name Lot 33/34 Job Address i96QCanHnoVidaRobie Ste. or Bldg. No. PLEASE SUBMIT 3 SETS OF PLAN REVISIONS TO THE BUILDING DEPARTMENT FOR ROUTING. 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 CITY OF CARLSBAD - COMMUNITY FACILITIES DISTRICT NO. 1 SPECIAL TAX CALCULATION WORKSHEET FOR THE DEVELOPMENT OF NON-RESIDENTIAL PROPERTY " PLEASE PRINT •• ONE PER EACH BUILDINQ PERMIT ••" BUILDINQ INITIALS: _ PLANNINQJWfiALS: DRAFT:"* ENGINEERING INITIALS; FINANCE INITIALS: FINAL: REQUIRED INFORMATION; BUILDING: A) PLAN CHECK NUMBER AND/OR BUILDING PERMIT NUMBER; B) PROPERTY OWNER(S) AS LISTED ON TITLE:SW0JL. C) ASSESSOR'S PARCEL NUMBER (8) OR APN AND LOT NO'8 FROM RECORDED FINAL MAP: D) DESCRIPTION OF WORK; I 2.MV* if /*) J> M &>*}&' &//*) ffcc/S^ 0*4*1 / @/faj PLANNING: E) DAT6 OF INITIAL PARTICIPATION IN CPD: F) GENERAL PLAN DESIGNATION^): (BOXES PROVIDE FOR THREE DIFFERENT USES^ EXPAND AS REQUIRED,1 F1)F2>F3) G) NET DEVELOPABLE ACREAGE THAT WILL REMAIN BY GENERAL PLAN USE AFTER THE STRUCTURED) IS BUILT: 01) AC 03) AC G3) M) TYPE OF LAND USE CREATED BY THE ISSUANCE OF THE BUILDING PERMIT: [FROM SPECIAL TAX TABLE) H1)H2)H3) EN I) J) K) GINEERING: SQUARE FEET OF BUILDING PER USE INDICATED IN (H) ABOVE: '1) /£4t$04 &[ ^J^SOFT 13) 13) SOFT 3OP1 MPROVEMENT AREA (CHECK ONE): WITHIN THE BTO - IMPROVEMENT AREA I (XJ OUTSIDE THE BTD - IMPROVEMENT AREA II ( ) LEGAL DESCRIPTION: (REQUIRED ONLY WHEN G ABOVE IS ZERO(O).) £V*fY~**% PARCEL / LOT (CIRCLE ONE) 33L13&QF PARCEL MAP _j^&j££ IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO. STATE OF CALIFORNIA. FILED IN THE OFFICE OP THE SAN DIEGO COUNTY RECORDER ON V— /(fc — 5£ ^S (IF THE ABOVE IS NOT ADEQUATE A PULL LEGAL DESCRIPTION MUST BE ATTACHED.) BUILDING: FINANCIAL PORTION TO BE FILLED OUT BY MIKE PETERSON OR FAX TO BARBARA HALE 2»a-3783 FINANCE: L) SPECIAL DEVELOPMENT TAX - ONE-TIME, RATE PER SQUARE POOT:(FROM SPECIAL TAX TABLE.) L1) S L2) S L3> S M) SPECIAL TAX - ONE- TIME (I x L): M1) $ M2) S M3) S OBLIGATION FOR UPCOMING YEAR: IF THE PARCEL IS ISSUED A BUILDING PERMIT BETWEEN MARCH 2ND AND JUNE 30TH, AN OBLIGATION FOR THE UPCOMING YEAR IS CREATED AND WILL BE LEVIED IN THE FOLLOWING FISCAL YEAR. TOTAL PAYOFF OPTION 1:SUM OP (M) ABOVE. THE SPECIAL TAX LIEN ON THIS PROPERTY, WHEN CHO8ING OPTION 1. WILL BE RELEASED WHEN ALL OUTSTANDING OBLIGATIONS HAVE BEEN PAID IN FULL. IF THERE IS A OBLIGATION POR THE UPCOMING YEAR. UNDEVELOPED SPECIAL TAX WILL BE LEVIED IN THE UPCOMING FISCAL YEAR, AFTER PAYMENT OF WHICH THE LIEN WILL BE RELEASED. IP THERE IS ONLY THE CURRENT YEAR'S OBLIGATION OUTSTANDING. THE LIEN IS RELEASED WHEN BOTH INSTALLMENTS HAVE BEEN PAID. DISTRIBUTION OP PAYOFF: ACCOUNT NO. 43O-B1O-1340-BO32 PASS THRU OPTION 2:JsUM OF (M) ABOVE TIMES 13.81%. THE AMOUNT SHOWN IS THE MAXIMUM ANNUAL SPECIAL TAX LEVIED FOR A PERIOD OF TWENTY-FIVE (25) YEARS. IP THERE IS AN OBLIGATION FOR THE UNPCOMING YEAR, THE UPCOMING YEAR'S TAXES WILL REFLECT THE OBLIGATION OF UNDEVELOPED LAND TAX. THE TWENTY-FIVE YEAR ANNUAL SPECIAL TAX WOULD BEGIN IN THE FOLLOWING FISCAL YEAR. BUILDING; N) TRANSFER THE ABOVE AMOUNTS ONTO THE NON- RESIDENTIAL CERTIFICATE AND OBTAIN THE SIGNATURE OF THE PROPERTY OWNER BEFORE ISSUING A BUILDING PERMIT. DISTRIBUTION: A COPY OP: FINAL CALCULATION SHEET, BUILDING PERMIT. AND SIGNED CERTIFICATE A COPY OP: FINAL CALCULATION SHEET, BUILDING PERMIT. AND SIGNED CERTIFICATE A COPY OF: FINAL CALCULATION SHEET. AND SIGNED CERTIFICATE ALL ORI»GINALS CPO NO. 1 INCOMING BOX FINANCE (HELGA) PROPERTY OWNER BUILDING PERMIT FILE FEBRUARY 1O. 10B4 VALID UNTIL CARLSBAD AIRPORT CENTER LOT 33/34 SITE RETAINING WALLS SUBJECT:SHEET NO: DETAIL & SPECIFICATIONS 1 - 2 BASIS OF DESIGN 3 WALL CALCULATIONS 4 - 19 STRUCTURAL CALCULATIONS ENGINEERING, INC. Consulting Structural Engineers 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127 (619) 673-8416 (619) 673-8418 FAX c:\calc\c95-lll Job NO.C95-111 CO 1 By: CR Check By: Date: 11/16/95 BY R2H Engineering, Inc.JOB NO <z=\*s\\\ HATF I) - SHEET OF t ±1 '.a"i 511 AT Ig' rl —II t-2." R2H Engineering, Inc. BY, PROJECT U?T JOB NO HATF SHEET.OF- REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall conform to ASTMA615,A616,A617. Bars shall lap 40 diameters, where spliced, <»il»« otherwise shown on the plans. Bends ^hall conform to the Manual of Standard Practice, A.C.L Backing for hooks is four diameters. All bar embedments are clear distances to outside of bar. Spacing for parallel bars is center to center of bars. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the •*Standard Specifications for Public Works Construction"* and ASTM C90-90. JOINTS: Vertical control joints shall be placed at 32 foot intervals maximum. Joints shall be designed to resist shear and other lateral forces while permitting longitudal movement. Vertical expansion joints shall be placed at 96 foot intervals maximum CONCRETE: Footing concrete shall be 480-C-2000, using B aggregate when placing conditions permit BACKFILL: Backfill material shall be select backfill material specified by the project soils engineer. No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has cured for a minimum of 2& days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compaction is as specified by the project soils engineer. INSPECTION: Call for inspections as follows: A. When the footing has been formed, with the steel tied securely in final position, and is ready for the concrete to be placed. B. Where clean out holes are not provided: (1) After the blocks have been laid up to a height of 4', orfull height for walls up to 5'. with steel in place but before the grout is poured, and... C. (2) After the first lift is properly grouted, the blocks have been laid up to the top of the will with the steel tied securely in place but before the upper lift is grouted. Where clean out holes are provided: After the blocks have been laid up to the top of the wall, with the steel tied securely in place, but before grouting. After grouting is complete and after rock or rubble wall drains are in place but before earth backfill is placed. O. Final inspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 23 days and mortar *hall attain 1,300 psi in 28 days. All cells shall be filled with grout Rod or vibrate grout within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. WALL DRAINS: Wall drains shall be provided in accordance with the project soils engineer. SOIL: All footings shall extend at least 18 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened as directed by the project soils engineer prior to placing concrete in footings. R2HEngineering, Inc. JOBMO DATE BY &S^ SLIR.lFfiT^gltg'gTAlNlKf XLX^ SHEET OF- H. MAX -Z~2*&O p^?P /J?£BV«-t B^i ^ UiJ^v \ u/ R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 3.67 FT. HBIGHT HALL & FOOTING DATA Retained Height = Hall Ht. above Soil Toe Width = Heel Hidth Total Footinq Width Footing Thickness = Key Depth Key Width Toe to Key Dist. =SLIDING CHECK Ftq/Soil Friction = Soil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure 8 Toe = Pressure 8 Heel = Allowable Press. = Bcc. of resultant = Max. Shear 8 Toe = Max. Shear 9 Heel Allow. Ftg Shear Factors of Safety:Overturning = Sliding = 3.67ft J.Oflft n.l7ft 2.83ft VERTICAL LOADS ft in in in ft Axial DL on Stem Axial DL on Stem ....Eccentricity Surcharge over Toe Surcharge over Heel Oplf Oplf )Qin 0,0 psf 0.0 psf LATERAL LOADS Lateral Load Acting on Stem Above Soil = 0.00 psf Add'l Lateral Load = O.OOplf Dist to Load Start = 0.00ft Dist to Load End = 0.00 ft Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing =Active Lateral 0.30 Max Press. 0.00 in Slope Press. 545 i Backfill Slope 352 ft Passive Press. 513 ft Soil Density0.0 ft Soil Ht over Toe 2250 psf 50.0 pcf 0 pcf 0 pcf 0 :10 pcf 0 pcf O in 0 0 0150 110 S. ADJACEHT FOOTING Vertical Load •- 0.0 f Load Eccentricity = 0.00 in Footing Hidth z 0.00ft Ftg. CL to Hall = 0.00ft Vert. Position of Ftg. ...Above/Below: [+/-] = 0.0ft Spread Footing ? No 1065.8 psf 73.5 psf -4.27 psi 76.03 psi Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil 8 Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe =Axial Load on Wall = Load @ Proj. Hall Averaged Stem Wts. = Added Lateral Load - Footing Weight = Key Heiqht Vertical Componentof Active Pressure Totals = Soil Press. Mult. By ACI Eq 9-1 = 2250 psf Mu-Dpward 5.23 in Mu-Downward = 0.00 psi Hu-Design = One-Hay Shear: Actual = _ Allowable = / 3.22 :1 Cover over Rebar = [1.59:1 'd' ^ Ru = Mu/bd*2 SUMMARY OF FORCES Overturning Moments I ft ft-l Toe 1492 20 4 16 0.0 76.0 3.50 8.50 0.3 & NnMKKT.Q Heel 103 psf 1026 ft-l 1819 ft-l -793 ft-i 4.3 psi 76.0 psi 2. 50 in 9. 50 in 9. 8 psi f'c Fy Mm. Omit 1 4 I 5 1 6 ft 7 ft 8 ft 9 As Percent SP Under Heel Toe 8 19.61 8 30.39 8 43.14 8 48.00 8 • 48.00 8 48.00 ? Heel ' 17.54 27.19 38.60 48.00 48.00 48.00 2000 psi40000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/c in o/c Resisting Momentsft ft-ft 545.2 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 1.56 0 0.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 848.7 0 -28.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 874.5 9.2 0.0 0.0 0.0 0.0 0.0 0 275.3 0 450.0 100.0 0.0 0 1.92 0.08 0.00 0.00 0.00 0.00 0.00 0 0.50 0 1.50 1.50 0.00 0 1676.4 0.8 0.0 0.0 0.0 0.0 0.0 0 137.7 0 675.0 150.0 0.0 489.01 Resisting Totals Used F9r Soil Pressure (Vert. Component of Active Pressure Removed) 820.6 ft-| 1709.01 1709.0* 2639.8ft-jf 2639.8 ft-| (continued on next page. V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO i SITE RETAINING HALLS Date: 11/16/95 Page: -fe CANTILEVERED RETAINING WALL DESIGN SITE RBTAIHIHG HALL 3.67 FT. HSIGHT ( continued} STBM SUMMARY Top Stem: From 0.00 ft to Top of Hall 8.00m Hasonry */ * 4 8 24.00in, d= 5,25in f'l* 1500.Opsi, Fs= 24000.Opsi """ " n= 25.78LDF= 1.00, Solid Grouted Hall Ht.= 75.01 Hactual = 410, Vactual = 3.62 <= 19.36psi Interaction Value = 0.529 sf, Bar Bnbed=776,lft-|6.0in<= V4.4B (c) 1983-95 EHBRCALC R2B ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 CANTILEVERED RETAINING WALL DESIGN SITB RETAINING HALL 3.67 FT. HBIGHT U/ HALL & FOOTING DATA Retained Height = Hall Ht. above Soil Toe Hidth Heel Hidth Total Footing Hidth = Footing Thickness = Key Depth = Key Hidth Toe to Key Dist. = SLIDING CHECK Ptg/Soil FrictionSoil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure 9 Toe = Pressure 9 Heel = Allowable Press. = Ecc. of resultant =Max. Shear 8 Toe = Max. Shear @ Heel Allow. Ptg Shear Factors of Safety: Overturning = Sliding = 3. 0. 0. 2.3. 12. 8. .12. 1. 67 ft 00 ft 17 ft 83 ft00 ft 00 in 00 in 00 in 00 ft VERTICAL LOADS Axial DL on Stem = 0 plf Axial DL on Stein = 0 plf ....Eccentricity ~ 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral = Hax Press. = LATERAL LOADS Lateral Load Acting on Stem Above Soil Add1 1 Lateral Load Dist to Load Start Dist to Load End O.OOpsf 91. 75 plf 0.00ft3.67 ft 0.400.00 in Slope Press, Backfill Slope882 469 f 684 I 0.0 I Passive Press. Soil Density Soil Ht over Toe Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil 8 HeelAdjacent Ptg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall = Load I Proj. Hall Averaged Stem Hts. =Added Lateral Load = Footing Height = Key Height Vertical Component of Active Pressure Totals 2251.9 psf Soil Press. Mult. Toe 0.0 psf By ACI Eq 9-1 = 3153 3000 psf Hu-Upward = 42 11.93 in Mu-Downward = 4 0.00 psi Hu-Design = 38 -9.35 psi One-Hay Shear: 76.03 psi Actual = 0.0 Allowable = 76.0 49 :1 Cover over Rebar = 3.50 31 :1 'd1 = 8.50 Ru = Mu/bd*2 = 0.6SUMMARY OP FORCES Overturning Moments i ft ft-# 3000 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6.00 in FOOTING Heel Opsf 111 ft-i 1819 ft-i -1708 ft-i 9.3 psi 76.0 psi 2.50 in 9. 50 in 21.0 psi Vertical Load Load Eccentricity Footing Hidth Ftg. CL to Hall Vert. Position of Ftg ... Above/Below: [+/•] Spread Footing DESIGN f'C Fy Mm. As Percent Omit SP Dnder Heel Toe i 4 8 19.61 i 5 9 30.39 i 6 9 43.14 i 7 i 48.00 1 8 i ' 48.00 i 9 8 48.00 ? ? Heel - 17.54 27.19 38.60 48.00 48.00 48.00 O.Oi 0.00 in 0.00ft 0.00ft 0.0ft No 2000 psi 40000 psi 0.0012 No in o/c in o/c in o/c in o/cin o/cin o/c Resisting Moments ft ft-| 545.2 0 -56.3 0 0.0 0 0.0 0 0.0 0 336.7 0 0 1.56 0 0.50 0 0.00 0 0.00 0 0.00 0 2.84 0 0 848.7 0 -28.1 0 0.0 0 0.0 0 0.0 0 954.6 0 0 0 874.5 9.2 0.0 0.0 0.0 0.0 0.0 0 275.3 0 450.0 100.0 0 1.92 0.08 0.00 0.00 0.00 0.00 0.00 0 0.50 0 1.50 1.50 0 1676.4 0.8 0.0 0.0 0.0 0.0 0.0 0 137.7 0 675.0 150.0 0 825.71 0 0.0 0.00 0.0 Resisting Totals Dsed For Soil Pressure (Vert. Component of Active Pressure Removed) 1775.2 ft-| 1709, 1709, 2639.8 ft-f 2639.8 ft-| (continued on next page. V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: "7 CANTILEVERED RETAINING WALL DESIGN SITS RETAINING HALL 3.67 FT. HEIGHT { continued) STBM SUMMARY Top Sten: Proa 0.00 ft to Top of Nail S.OOin Masonry v/ I 4 • 24.00in, d= 5.25ia. f'B= 1500.Opsi, Ps= 24000.Opsi "" " n= 25.78LDF= 1.33, Solid Grouted Nail Nt.= 75.( ((actual = 1028 sf, Bar Bnbed= lO.Oin <= 1034.8ft-i Vactual = 7.32 <= 22.36psi Interaction Value = 0.994 V4.4B (C) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING BALL 5.33 FT. HEIGHT ll/<? HALL & FOOTIHG Retained Height Hall Ht. above Soil Toe Width Heel Width Total Footing Width Footing Thickness Key Depth Key Width Toe to Key Dist. DATA .33 ft ,OQ ft .17 ft .83 ft .00 ft .00 in.00 in . 00 in .17 ft VERTICAL LOADS Axial DL on Stem -- 0 plf Axial DL on Stem = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Ftg/Soil Friction Soil to Neglect Lateral Pressure- Passive Pressure- Friction Add'l Force Required SUMMARY Pressure 8 Toe Pressure 8 Heel Allowable Press. Ecc. of resultant Max. Shear 8 Toe Max. Shear I Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... 0.30 Active Lateral .Max Press.= 0.00 in Slope Press. 1003 f Backfill Slope 602 f Passive Press. 929 f Soil Density0.0 f Soil Ht over Toe ; 1575.9 psf Soil Press. Mult. 0.0 psf By ACI Eq 9-1 2250 psf Mu-Upward = 8.28 in Mil-Downward 0.00 psi Mu-Design = -8.41 psi One-Hay Shear: = 76.03 psi Actual p- Allowable = 2.94 :1 Cover over Rebar = 1.53 :1 'd1 <- Ru = Mu/bd"2 2250 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 150.0 pcf 110.0 pcf 6.00 in LATERAL LOADS Lateral Load Actinq on Stem Above Soil = 0.00 psf Add'l Lateral Load = 0.00 plf Dist to Load Start = 0.00ft Dist to Load End = 0.00 ft ADJACEHT FOOTHGVertical Load = 0.01Load Eccentricity = 0.00 in Footing Width = 0.00ft Ftg. CL to Hall = 0.00ft Vert. Position of Ptg. ...Above/Below: [t/-] = 0.0ft Spread Footing ? No Toe 2206 30 4 26 0.0 76.0 3.50 8.500.4 SUMMARY OF FORCES & MOMENTS Overturning Moments * ft ft-f Heel Qpsf 2775 h-ft 5170 ft-f -2395 ft-t 8.4 psi 76.0 psi 2. 50 in 9. 50 in 29.5 psii f'cFyMm. Omit i 4 f 5 1 6 f 7 f 8 f 9 As Percent SP Under Heel Toe 8 19.61 8 30.39 8 43.14 i 48.00 1 48.00 3 48.00 3 Heel ' 17.54 27.19 38.60 48.00 48.00 48.00 2000 psi 40000 psi 0.0012 No in o/c in o/c in o/c in o/c in o/cin o/c Resisting Momentsft ft-f Active Soil Press. Soil over HeelSoil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load 8 Proj. Wall Averaged Stem Wts.Added Lateral Load Footing Height Key Height Vertical Component s= == s ± = = = = 5 = ± of Active Pressure Totals = Resisting Totals Used For(Vert. Component of Active 1002.8 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 946. 5 f 2. 0. 0. 0. 0. 0. 11 0 50 0 00 0 00 0 00 0 00 0 0 0 2116 -28 0 0 0 0 2088 .9 0 .1 0 .0 0 .0 0 .0 0 .0 0 0 0 .8 ft-f Soil Pressure Pressure Removed) 0 1857.6 9.2 0.0 0.0 0.0 0.0 0.0 0 429.1 0 600.0 200.0 0.0 3095. 8 f 3095. 8 f 2 0 0 0 0 0 0 0 2 0 0 0 .42 .08 .00 .00 .00 .00 .00 0 .74 0 .00 .67 .00 4489 0 0 0 0 0 0 319 1200 133 0 6143 6143 0 .4 .8 .0 .0 .0 .0 .0 0 .6 0 .0 .4 .0 .2 ft-f .2 ft-f (continued on next page V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTfi C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: °l CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 5.33 FT. HEIGHT ( continued) STEM SUMMARY Top Stem: Proa 0.00 ft to Top of Hall 12.00in Masonry w/ f 5 9 24,00in, d= 9.00in f'ffl= 1500.Opsi, Fs= 24000.Opsi LDP= 1.00, Q= 25.78 Solid Grouted Hall Ht.= m.OOpsf, Bar Rabed= 14.Tin Hactual = 1263.1 <= 2192.4ft-f Vactual = 5.06 <= 19.36psi Interaction Value = 0.576 Second Stea From 2.67ft to 0.00ft S.OOin Masonry w/ I 4 i 24.00in, d= 5.25in !'•= 1500.Opsi, Ps= 24000.Opsi LDP= 1.00, n= 25.78 Solid Grouted, Special Insp. Hall Ht.= 75.00psf, Bar Eabed= 12.3in Hactual = 157.4 <= 953.2£t-l Vactual = 1.94 <= 38.73psi Interaction Value = 0.163 V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, IH060291 R2H ENGINEERING INC. Consulting Structural Engineers11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 5.33 FT. HBIGHT LJ/ HALL & FOOTING DATA Retained Height = Hall Ht. above Soil Toe Hidth Heel Hidth Total Footing Hidth Footing Thickness = Key Depth Key Hidth Toe to Key Dist. = SLIDING CHECK Ftg/Soil Friction Soil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure I Toe = Pressure % Heel = Allowable Press. = Ecc. of resultant = Max. Shear I Toe = Max. Shear i Heel Allow, Ftg Shear Factors of Safety: Overturning = Sliding = 5.33ft 0.00ftro.nftUift 0.17 ft 0.40 0.00 in 1712* 803* 1385* 0.0* VERTICAL LOADS Axial DL on Stem = 0 plf Axial DL on Stem = 0 plf Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral = Max Press. =Slope Press. =Backfill Slope =Passive Press. = LATBRAL LOADSLateral Load Acting on Stem Above Soil •- 0 Add1! Lateral Load = 133Dist to Load Start = 0 Dist to Load End •- 5 ,00 psf ,30 plf,00 ft ,33ft Soil Density Soil Ht over Toe 3000 psf 50. Opcf O.Opcf O.Opcf 0.0 :1 200.Opcf 110.Opcf 6.00 in ADJACEBT FOOTING Vertical Load •- 0.0 f Load Eccentricity = 0.00 in Footing Hidth = 0.00ft Ftg. CL to Hall = 0.00ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ft Spread Footing ? No 2650. 6 psf 0.0 psf 76. 03 psi Soil Press. Hull. By ACI Bq 9-1 3000 psf Mu-Upward 16.55 in Mu-Downward 0.00 psi flu-Design -19.92 psi One-Hay Shear: Actual Allowable Cover over Rebar.64 .28 :1 Ru Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil % Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall =Load e Proj. Hall = Averaged Stem Hts. =Added Lateral Load = Footing Height = Key Height Vertical Component of Active Pressure = Mu/bd*2 SUMMARY OF FORCES Overturning Moments i ft ft-* Toe 3711 51 4 47 0.0 76.0 3.50 8.50 0.7 I MfflinTfi Heel 0 psf 1333 ft-i 6928 ft-| -5595 ft-i 19. 9 psi 76.0 psi 2. 50 in 9. 50 in 68.9 psi f'c Fy HID. Omit # 4 i 5 i 6 If 7 # 8 jf 9 As Percent SP Under Heel Toe 8 19.61 9 30.39 @ 43.14 8 48.00 8 ' 48.00 3 48.00 ? Heel ' 9.00 13.95 19.80 27.00 35.55 45.00 2000 psi 40000 psi 0.0012 No in o/cin o/c in o/c in o/c in o/c in o/c Resisting Moments ft ft-i 1001.7 0 -56.3 0 2.11 0 0.50 0 2113.6 0 -28.1 0 0 2149.6 9.2 0.0 0 2.67 0.08 0.00 0 5732.5 0.8 0.0 710 3.67 0 0 0 0.0 0 0.0 0 0.0 0 2603.9 0 0 0 0.0 0.0 0.0 0.00 428.7 0 675.0 200.0 0.0 0.00 0.00 00.74 0 2.25 0.67 0.00 Totals = 1656.Ojf Resisting Totals Osed For Soil Pressure (Vert. Component of Active Pressure Removed) 4689.5ft-* 3462.4 3462.4 0.0 0.0 0 319.3 0 1518.7 133.4 7704.8 ft-i 7704.8ft-* (continued on next page. V4.4B {c| 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RBTAIHIHG HALL 5.33 PT. HEIGHT ( continued) STBH SHIMMY Top Sten: Proa 0.00 ft to Top of Hall 12.00in Masonry »/ 3 5 8 16.00in, d= 9.00in flm= 1500.Opsi, Ps= 24000.OpsiLDF= 1.33, n= 25.78 Solid Grouted Hall Ht.= llB.OOpsf, Bar 8nbed= 33.8in Hactual = 3154.2 <= 3417.2ft-| Vactual = 10.16 <= 22.36psiInteraction Value = 0.923 Second Sten Fron 2.67ft to 0.00ft 8.00in Masonry v/ I 4 i 16.00in( d= 5.25in flni= 1500.Opsi, Ps= 24000.Opsi LDP= 1.33, n> 25.78 Solid Grouted Hall Ht.= 75.00psf, Bar Enbed= 20.9in Hactual = 628.4 <= I207.2ft-tVactual = 5.83 <= 22.36psi Interaction Value = 0.521 V4.4B (c) 1983-95 BHERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: / "£. CANTILEVERED RETAINING WALL DESIGN SITE RBTAIBING WALL 6.67 FT. HEIGHT & FOOTING DATA Retained Height = 6.67 ft Hall flt. above Soil = 0.00ft Toe Width = TO. 17 ft Heel Width = 5.33ft Total Footing Width = 5.50ft Footing Thickness = 12.00 in Key Depth = 18.00 in Key Width = [12.00 in Toe to Key Dist. = 0.17 ft SLIDING CHECK Ftg/Soil FrictionSoil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure 9 Toe Pressure 9 Heel Allowable Press. Bcc. of resultant Max. Shear % Toe Max. Shear @ Heel Allow. Ftg Shear Factors or Safety: Overturning Sliding VERTICAL LOADS Axial DL on Stem = 0 plf Axial DL on Stem = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = LATERAL LOADS — Active Lateral0.30 Max Press. 0.00 in Slope Press. 1471f Backfill Slope 675 f Passive Press. 1521 | Soil Density 0.0 I Soil Ht over Toe 2250 psf SO.Opcf 0.0 pcf 0.0 pcf 0.0 :1 150.0 pcf 110.0 pcf 6.00 in Lateral Load Actinq on Stem Above Soil = 0.00 psf Add'l Lateral Load = O.OOplf Dist to Load Start -• 0.00ft Dist to Load End = 0.00 ft ADJACENT FOOTINGVertical Load = O.Of Load Eccentricity = 0.00 in Footing Width = 0.00ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0ft Spread Footing ? No 1712.6 psf Soil Press. Mult. 130.9 psf By ACI Eq 9-1 2250 psf Mu-Opward 9.44 in Mil-Downward 0.00 psi Hu-Design -9.31psi One-Way Shear: 76.03 psi Actual Allowable Cover over Rebar 'd1 Ru = Mu/bd"2 Toe 2398 33 4 29 3.67 1.49 76.0 3.50 8.50 0.4 Origin of Force... SUMMARY OF FORCES & MOMENTS Overturning Moments i ft ft-l Heel 183 8814 13470 -4656 9.3 76.0 2.50 9.50 57.3i psfh-ift-ift-i psi psi in in psi f'c FyMm. Omit i 5 t 6i 7i 8i 9 As SP @ @ @ @ i @ PercentUnder Heel Toe 19.61 30.39 43.14 48.00 48.00 48.00 Heel 10. 16. 23. 32. 42. 48. ? 86 83 88 57 88 00 0 in in in in in in 2000 40000.0012No o/c o/c o/c o/c o/c o/c psi psi Resisting Moments ft ft-i Active Soil Press. Soil over Heel Soil over Toe Sloped Soil 8 Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load 8 Proj. Wall Averaged Stem Hts.Added Lateral Load Footing Weight Key HeiqhtVertical Component - 3 = = = = = ; = = 5 s s of Active Pressure Totals 5 1470.7 0 -56.3 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 1414.51 2.56 0 0.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 3760.1 0 -28.1 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 3732.0ft-j| 0 3423.7 9.2 0.0 0.0 0.0 0.0 0.0 0 586.8 0825.0 225.0 0.0 5069. 7 i 0 3.17 0.08 0.00 0.00 0.00 0.00 0.00 0 0.72 0 2.75 0.67 0.00 0 10842.3 0.8 0.0 0.0 0.0 0.0 0.0 0 424.8 0 2268.7 150.1 0.0 13686.6 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 5069.7 i 13686.6ft-* {continued on next page, V4.4B (C) 1983-95 BNBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: / CANTILEVEREP RETAINING WALL DESIGN SITS RETAINING HALL 6.67 FT. HEIGHT Ui/<? { continued) STEM SOMMAJTTop Sten: From 0.00 ft to Top of Hall 12.00in Masonry v/ I 5 9 U.OOin, d= 9.00in f'm= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted Hall Ht.= HS.OOpsf, Bar Eabed= 19.6in Mactual = 2471.8 <= 2563.0ft-* Vactual = 7.95 <= I9.36psi Interaction Value = 0.964 Second Stei From 2.67ft to 0.00ft S.OOin Masonry v/ I 4 I U.OOin, d= 5.25in f'i= 1500.Opsi, Fs= 24000.OpsiLDF= 1.00, n= 25.78 Solid Grouted, SpmitMttK). Hall Ht.= 75.00psf, Bar Embed= I6.3in Mactual = 533.3 <= 1420.5ft-i Vactual = 4.39 <= 38.73psi Interaction Value = 0.375 V4.4B (c) 1983-95 ESBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RETAINING HALL 6.67 FT. HEIGHT HALL & FOOTIHG DATA Retained Height = Hall Ht. above Soil Toe Hidth Heel HidthTotal Footing Hidth Footing Thickness = K*y Depth = Key Width Toe to Key Dist. =SLIDING CHECK Ptg/Soil Friction = Soil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure 9 Toe = Pressure 8 Heel =Allowable Press. = Bcc. of resultant = Hax. Shear 8 Toe = Max. Shear @ Heel = Allow. Ftg Shear * Factors or Safety: Overturning Sliding VERTICAL LOADS Axial DL on Stem = 0 plf Axial DL on Stem = 0 plf ....Eccentricity = 0.00 in Surcharge over Toe = 0,0 psf Surcharge over Heel = 0.0 psf Bote: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing - Active Lateral =Max Press. = LATERAL LOADS Lateral Load Acting on Stem Above Soil = Add1! Lateral Load Dist to Load Start Dist to Load End = 166 06 ,00 psf ,80 plf,00ft ,67ft 0.400.00 in Slope Press. 2583 i Backfill Slope 900 I Passive Press. 2185 * Soil Density 0.0 I Soil Ht over Toe 2600.7 psf Soil Press. Mult. 0.0 psf By ACI Sq 9-1 3000 psf Mu-Upward 19.20 in Mu-Downward 0.00 psi Hu-Design -22.27 psi One-Hay Shear: 76.03 psi Actual Allowable Cover over Rebar Toe 3641 50 4 46 ; [7.89 :1 = LI.19:1 Origin of Force.. Ru = Mu/bd*2 SUMMARY 0? FORCES Overturning Moments I ft ft-* 0.0 76.0 3.50 8.50 0.7 3000 psf 50.0 pcf 0,0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6.00 in FOOTING Heel 0 psf 5513 it-* 16511 ft-t -10998ft-* 22. 3 psi 76.0 psi 2. 50 in 9. 50 in 135. 4 psi Vertical Load Load EccentricityFooting Hidth Ftg. CL to Hall Vert. Position of Ftg... Above/Below: [+/-] Spread Footing DFITfitf f'c Py Mm. As Percent Omit SP Under Heel Toe * 4 i 19.61 * 5 i 30.39 i 6 8 43.14 * "7 8 48.00 18®' 48.00 * 9 8 48.00 0.0* 0.00 in 0.00ft 0.00ft 0.0ft ? Ho j Heel 4.48 6.95 9.86 - 13.45 17.70 22.41 2000 psi 40000 psi 0.0012 No in o/c in o/c in o/c in o/cin o/c in o/c Resisting Momentsft ft-* Active Soil Press. Soil over Heel Soil over Toe Sloped Soil 8 HeelAdjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on HallLoad 8 Proj. Hall Averaged Stem Hts. Added Lateral Load Footing Height Key Height Vertical Component - s : s s 5 = = : = s = s 1470 -56 0 0 0 1112 of Active Pressure Totals = Resisting Totals Used For (Vert. Component of Active 2527 Soil .7 2. 0 .3 0. 0 .0 0. 0 .0 0. 0 .0 0. 0 .6 4. 0 0 0 .0* Pressure 56 0 50 0 00 0 00 0 00 0 34 0 0 0 3760 -28 0 0 0 4822 8555 .1 0 .1 0 .0 0 .0 0 .0 0 .90 0 0 .Oft-* 3790 9 0 0 0 0 0 537 900 225 0 5462 5462 0 .5 .2 .0 .0 .0 .0 .0 0 .3 0 .0 .0 .0 .0* .01 0 3.42 0.08 0.00 0.00 0.00 0.00 0.00 0 0.74 0 3.00 0.67 0.00 129510 0 0 0 0 0 400 2700 150 0 16202 16202 0 .6 .8 .0 .0 .0 .0 .0 0 .0 0 .0 .1 .0 .5ft-* .5ft-* Pressure Removed) (continued on next page. V4.4B (c) 1983-95 BBERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RETAILING HALL 6.67 FT. HEIGHT Uj/ ( continued) STEM SOMIARY Top Stem: Prom 0.00 ft to Top of Hall 12.00in Masonry v/ j| 6 i U.OOin, d= 9.00in !'•= 1500.Opsi, Fs= 24000.Opsi LDF= 1.33, Q= 25,78 Solid Grouted, Special Insp, Hall Ht.= 118.00psf, Bar Embed= 56.1in Hactual = 6182.2 <= 7059.5ft-jf Vactual = 15.94 <= 44.72psi Interaction Value = 0.876 Second Stem From 3.33ft to 0.00ft 8.00in Masonry w/ f( 5 9 16.00in( d= 5.25in f'm= 1500.Opsi, Fs= 24000.Opsi n= 25.78LDF= 1.33, Solid Grouted Hall «t.= 75.01 Hactual = 1240, isf, Bar Smbed= 33.7in <= 1410.6ft-| Vactual = 9.17 <= 22.36psi Interaction Value = 0.880 V4.4B (c) 1983-95 EBERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC,Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1SITB RETAINING HALLS Date: 11/16/95 CANTILEVERED RETAINING WALL DESIGN SITB RETAISING WALL 8 FT. HEIGHT UJ/0 HALL & FOOTING DATA Retained Height = 8.00 ft Hall Ht. above Soil = 0.00ft Toe Hidth = f~1.50 ft Heel Hidth = 5.50ft Total Footing Hidth = 7.00ft Footing Thickness = 12.00 in Key Depth ~ 30.00 in Key Hidth = 12.00 in Toe to Key Dist. = ^.17 ft SLIDIKG CHBtt Ptg/Soil Friction Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure 8 Toe Pressure 8 Heel Allowable Press. Bcc. of resultant Max. Shear 8 Toe Max. Shear @ Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding VERTICAL LOADS Axial DL on Steal = 0 plf Axial DL on Stem -- 0 plf....Eccentricity 3 Q.OO m Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Hote: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing LATERAL LOADS Active Lateral 0.30 Max Press. 0.00 in Slope Press, 2025 I Backfill Slope 1200 I Passive Press. 1906 ft Soil Density 0.0 ft Soil Ht over Toe 2250 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 150.0 pcf 110.0 pcf 6.00 in Lateral Load Acting on Stem Above Soil = 0.00 psfAdd'l Lateral Load = 0.00 plf Dist to Load Start = 0.00ft Dist to Load End = 0.00 ft ADJACENT FOOTINGVertical Load = 0.0 ft Load Eccentricity = 0.00 in Footing Hidth = 0.00ft Ftg. CL to Hall = 0.00ft Vert. Position of Ftg. ...Above/Below:[+/-] = 0.0 ftSpread Footing ? No 1251.8 psf Soil Press. Mult. 563.8 psf By ACI Eq 9-1 2250 psf Mu-Upward 5.31 in Mu-Downward10.95 psi Mu-Design -13.28 psi One-Hay Shear: 76.03 psi ActualAllowableCover over Rebar'd'Ru = Mu/bd*2 Toe 1753 1894 323 1571 11.0 76.0 3.50 8.50 24.2 Origin of Force... Active Soil Press. = Soil over Heel =Soil over Toe = Sloped Soil 8 Heel Adjacent Ptg. Load =Surcharge Over Heel =Surcharge over Toe =Axial Load on Hall =Load 8 Proj. Hall = Averaged Stem Hts. = Added Lateral Load Footing Height = Key Height Vertical Component of Active Pressure Totals SUMMARY OF FORCES & MOMENTS Overturning Moments I ft ft-i Heel 789 psf 11809 !t-i 16843 ft-i-5034 ft-i 13. 3 psi 76.0 psi 2. 50 in 9. 50 in 62.0 psi f'c Fy Mm. As Percent Omit SP Under Heel Toe i 4 & 19.61 8 5 8 30.39 ft 6 8 43.14 ft 78 , 48.00 ft 8 9 48.00 i 9 8 48.00 7 Heel ' 10.0315.54 22.06 30.08 39.60 48.00 2000 psi 40000 psi0.0012 So in o/c in o/cin o/cin o/cin o/cin o/c Resisting Moments ft ft-* 2025.0 0 -56.3 0 3.00 0 0.50 0 6075.0 0 -28.1 0 0 4253.3 82.5 0.0 0 4.58 0.75 0.00 019494.4 61.9 0.0 0.0 0 0.0 0 0.0 0 0 593.8 0 1050.0 375.0 2.10 0 3.50 2.67 1968.8 Resisting Totals Dsed For Soil Pressure (Vert. Component of Active Pressure Removed) 6046,9 ft-i 6354.6 6354.6 1245.9 0 3675.0 1001.2 0.0 25478.4 ft-| 25478.4ft-* (continued on next page. V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITE RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RETAINING WALL 8 FT. BBIGHT Ul/£? E continued) STEM SUMMARY Top Stem: From 0.00 ft to Top of Hall12.QQin Masonry v/ j| 7 @ S.OOin, d= 9.00in f'n= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, E= 25,78 Solid Grouted, Special losp. Hall Ht.= HS.OOpsf, Bar Enbed= 35,lin Mactual = 4265.6 <= 8014.1ft-S Vactual = 11.45 <= 38.73psi Interaction Value = 0.532 Second Stem From 4.67ft to 0.00ft S.OOin Hasonry w/ I 6 8 16,00in, d= 5.25in f'in= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted Hall Ht.= 75.00psf, Bar Embed= 20,Gin Mactual = 307.7 <= 1187.2ft-l Vactual = 3.04 <= 19.36i>si Interaction Value = 0.259 V4.4B (c) 1983-95 BHBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITE RBTAISIHG HALL 8 FT. HEIGHT HALL & POOTIHG DATA Retained Height Hall Ht. above Soil Toe HidthHeel Hidth Total Footing Hidth = Footing Thickness = Key Depth = Key Width Toe to Key Dist. SLIDISG CHECK Ptg/Soil Friction Soil to Neglect = Lateral Pressure =- Passive Pressure = - Friction = Add'l Force Required SUMMARY Pressure @ Toe = Pressure i Heel Allowable Press. Ecc. of resultant = Max. Shear 8 Toe Max. Shear 8 Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding VERTICAL LOADS 00ft 00ft 50ft 50ft 00ft 00 in 00 in 00 in 17 ft Active Lateral 0.40 Max Press.0.00 in Slope Press Backfill Slope Passive Press. Soil Density Soil Ht over Toe OplfOplf )0m 0 psf LATERAL LOADS Axial DL on Stem - Axial DL on Stem = Eccentricity = Surcharge over Toe = Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End 0 200 0 8 .00 psf .00oif .00 ft 00 ft 36251 1225* 25121 0.01 Origin of Force... Active Soil Press. = Soil over Heel = Soil over Toe = Sloped Soil 8 Heel Adjacent Ftg. Load Surcharge Over Heel = Surcharge over Toe = Axial Load on Hall = Load § Proj. Hall Averaged Stem Hts. Added Lateral Load = Footing Height = Key Height Vertical Component of Active Pressure 2340.7 psf Soil Press. Mult. Toe 0.0 psf By ACI Eg 9-1 = 3277 3000 psf Mu-Upward = 3343 20.54 in Mu-Downward = 323 21.33 psi Mu-Design = 3020 -35.60 psi One-Hay Shear: •' " ' Actual = 21.3 Allowable = 76.0 Cover over Rebar = 3.50 •d1 = 8.50Ru = Mu/bd"2 = 46.4 SUMMARY OF FORCES i MOMENTS Overturning Moments i ft ft-! 3000 psf 50.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 200.0 pcf 110.0 pcf 6.00 in FOOTING DESIGN ADJACENT POOTIHG Vertical Load = Load Eccentricity = Footing Hidth = Ftg. CL to Hall = Vert. Position of Ftg. ...Above/Below:[*/-] = Spread Footing ? O.Of 0.00 in0.00ft0.00ft 0.0 ftNo Heel0 psf 3332 it-! 16843 ft-i f'c Fy Min. As Percent Omit SP Under Heel 2000 psi40000 psi 0.0012 No 76.03 psi IT. 8 AJ j 11 L\, a 35. 6 psi 76.0 psi 2. 50 in 9. 50 in 166.3 psi I 4 8 I 58 f 68 ! 78 * 88 f 98 *VG 15.03 23.29 33.06 . 45.08 48.00 48.00 ilCCi 4.21 in o/c 6.53 in o/c 9.26 in o/c 12.63 in o/c 16.63 in o/c 21.05 in o/c Resisting Moments ft ft-* 2025.0 0 . -56.3 \ 0 0.0 0 0.0 3.00 0 0.50 0 0.00 0 0.00 6075.0 0 -28.1 0 0.0 0 0.0 0 4253.3 82.5 0.0 0.0 0.0 0.0 0 4.58 0.75 0.00 0.00 0.00 0.00 0 19494.4 61.9 0.0 0.0 0.0 0.0 1600 5.1 Totals = 3568.8ft 0.0 0 8000.0 0 14046.9 ft-S Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 593.80 1050.0 300.0 6279.6 6279.6 2.10 0 3.50 2.67 1245.9 0 3675.0 801.0 0.0 25278.2 ft-! 25278.2ft-* (continued on next page. V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 CARLSBAD AIRPORT CTR C95111 CO 1 SITS RETAINING HALLS Date: 11/16/95 Page: CANTILEVERED RETAINING WALL DESIGN SITB RBTAINIHG HALL 8 FT. HEIGHT U/ ( continued) STEH SuHMABY Top Stein: From 0.00 ft to Top of Ball 12.00in Masonry v/ If 7 i S.OOin, d= 9.00in f'a= 1500.Opsi, Ps= 24000.Opsi LDP= 1.33, n= 25.78 Solid Grouted, Special Insp. Hall Ht.s llS.OOpsf, Bar Bmbed= 87.Bin Hactual = 10665.6 <= 10685.2ft-* Vactual = 22.94 <= 44.72osiInteraction Value - 0.998 Second Stem Proi 4.67ft to 0.00ft •*— 8.OOin Masonry w/ i 6 @ IG.OOin, d= 5.25in f'ffl= 1500.Opsi, Ps= 24000.Opsi " n= 25.78LDP= 1.33,Solid GroutedHall Ht.= 75.0Hactual = 1416Vactual = 10.34 <= 22.36psiInteraction Value = 0.895 sf, Bar Biabed= SO.lin <= 1582.9ft-f V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 CARLSBABi^IRPORT CENTER LOT 33/34 SUBJECT:SHEET NO: BASIS OF DESIGN AND SPECIFICATIONS 1 - 2 ROOF FRAMING 3 - 7 ROOF COLUMNS AND COLUMN FOOTINGS 8 - 9 LATERAL, ROOF DIAPHRAGM, CHORDS, LEDGERS . . 10 - 16 WALL TIES AND SUB DIAPHRAGMS 17 - 29 LINTELS AND MISC CONNECTIONS 30 - 35 TILT WALLS OUT-OF-PLANE 36 - 69 TILT WALLS AS SHEAR WALLS 70 - 91 LINTELS AND MISC WALLS 92 - 95 MEZZANINE LATERAL 96 - 99 MEZZANINE FRAMING 100 - 133 MEZZANINE SHEAR WALLS 134 - 135 BRACED FRAMES 136 - 162 WALL FOOTINGS 163 - 178 MEZZANINE FLOOR TEE 179 LINTELS 180 TILT-WALLS OUT-OF-PLANE 181 - 220 RESPONSES PLAN CHECK CORRECTION PC-1 - PC-2 STRUCTURAL CALCULATIONS RJI ENGINEERING, INC. Consulting Structural Engineers 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127 (619) 673-8416 (619) 673-8418 FAX Job No. C95-111 By: CR Check By: Date: 11/17/95 c:\calc\c95-lll R2H Engineering, Inc. PROJECT K BY ^/tfrCKW SUBJECT JOB NO. DATE SHEET - OF. £. -*fZ- RV R2H Engineering, Inc. > *<•PROJECT Ml SUBJECT. JOB NO DATE SHEET OF C BY R2H Engineering, Inc. PROJECT SUBJECT- JOB NO. DATE — SHEET.OF- U/ 4H" = uJ/ BY_ R2H Engineering, Inc. PROJECT. SUBJECT. DATE SHEET_IZ£ OF- 4W C &/A /*> /? m /L Ml 4.7 40,+ MA kfi*G' &>' 2*1 It.f [& Vr tf BY. R2H Engineering, Inc. PROJECT. JOBNO. DATE SHEET 132 QF- K J I ^D1 >y& BY R2H Engineering, Inc. PROJECT UCJT 33/34 JOB NO. DATE To SHEET 137 _ OF. ALT. «*v = "2 o.s tS.o RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 w. Bernardo Court, #300 San Diego, CA 92127 Job Page Date M- 1 Lot 33/34 LARGE ROOF FRAME . — _ V ^ • — _ . -*.«*_•_.— i__.*^h*._...^.__H_ .._«.»_._ . . V _ _..W-»__*._*»V.*»H_^^_.V~.__V.*__V^d,.a Metnb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location - -(K/ft,F) (K/ft,F) (ft) (ft) 6 4 - 5 Y -0.096^ -0.096^ 0.000 29.017 Nodal Loads, BLC 3: seismic load Node * Number Global X Global Y Moment (K) {K) (K-ft) 3 30.800^ 0.000 0.000 5 129.800^ 0.000 0.000 Member Distributed Loads,BLC 3: seismic load Metnb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 5 3 - 4 x 0.772^- 0.772-' 0.000 29.017 6 4 - 5 x 0.772-- 0.772-^ 0.000 29.017 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1DL+LL 1121 Y 2 DL 4- SEISMIC 11 3 2.25^(**w/eT) Y Y 3 DL - SEISMIC 11 3-2.3 C.?ftw/a) Y Y Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min Global X ---(in) LC- 0.00000 2 -0.00000 3 0.00000 2 -0.00000 3 0.41205 2 -0.41806 3 Global Y •--(in) LC 0.00000 2 -0.00000 3 0.00000 3 -0.00000 2 -0.04584 3 -0.08804 1 Rotation •--(rad) LC- 0.00119 3 -0.00117 2 0,00135 3 -0.00133 2 0.00012 2 -0.00003 3 R2H Engineering, Inc. 11545 W. Bernardo Court, San Diego, CA 92127 Lot 33/34 12 FOOT MEZZANINE FRAME RISA-2D <R) Version 3.03 #300 Job g^s-m Page_ Date_ I J Unbraced Lengths No Node Node lib-in Lb-out Lc(ft) (ft) (ft) 1 2 3 4 5 6 1.00 1.00 K Factors In Out Bending Coefs Cm Cb 0.65 0.65 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 dead load 2 2 live load 2 3 seismic load 1 Nodal Loads, BLC l: dead load Node Number Global X Global Y Moment(K) -(K) (K-ft) 3 0.000 -12.800-^ 0.000 5 0.000 -6.400^ 0.000 Nodal Loads, BLC 2: live load Node Number Global X Global Y Moment (K) (K)--- - ---(K-ft) 3 0.000 -51.000^ 0.000 5 0.000 -15.400*^ 0.000 Nodal Loads, BLC 3: seismic load Node Number Global X Global Y Moment (K) (K)-- - (K-ft) 3 43.000^ 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V X^ 1DL + LL 1121 Y 2 DL + SEISMIC 11 3 2.25 ^— 2>«o/fl> Y Y 3 DL - SEISMIC 1 1 3 -2.3 YY R2H Engineering, Inc. 11545 W. Bernardo Court, San Diego, CA 92127 RISA-2D (R) Version 3.03 #300 job Page I-SET Lot 33/34 26 FOOT WIDE MEZZANINE FRAME Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 6 4 - 5 Y -o'.eoo -o'.eoo o.ooo 13.000 Nodal Loads, BLC 3: seismic load Node Number Global X Global Y Moment 3 11.400 0.000 0.000 5 17.700 0.000 0.000 Member Distributed Loads,BLC 3: seismic load Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -- (K/ft,F) (K/ft,F) (ft) (ft) 5 3 - 4 X 0.174 0.174 0.000 13.000 6 4 - 5 X 0.174 0.174 0.000 13.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL + LL 1121 , Co,V/5 Y 2 DL + SEISMIC 11 3 2.25 ^=='-="'-^/^' Y Y 3 DL - SEISMIC 1 1 3 -2.3 Y Y Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min Global X — (in) LC- 0.00000 2 -0.00000 3 0.00000 2 -0.00000 3 0.15816 2 -0.16167 3 Global Y •--(in) LC 0.00000 2 -0.00000 3 0.00000 3 -0.00000 2 -0.00433 2 -0.01465 1 Rotation (rad) LC- 0.00104 3 -0.00101 2 0.00111 3 -0.00109 2 -0.00031 2 -0.00106 1 R2H Engineering, Inc.JOB PROJECT SUBJECT RHPFT r>F UJ 1 17* uu- — 144 f^*- BY. R2H Engineering, Inc. PROJECT Let* JOB NO. DATE — SHEET- O f~ BY_ R2H Engineering, Inc. PROJECT UPT J^LS SUBJECT, JOB NO. DATE SHEET.OF. UdTBUfr = 4 - 4- t-7 t^\ INI -z- L R2H Engineering, Inc. f* BY. PROJECT SUBJECT. JOB NO. DATE SHEET OF- ^4-3 , * -70/7 * to L BY, R2H Engineering, Inc. PROJECT „ SUBJECT. JOB NO. DATE SHEET OF- AW£ £1 R2H ENGINEERING, INC.11545 WEST BERNAfeDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A. 3 V JAMB H/ 20' K.O. PANELS ONE SIDE HALL DATA Hall HeightParapet Height = Thickness = Rebar Size 1 Rebar Spacing Kail: ZICpParapet: ZICp Kin. Allow Defl Ratio = Fixity \ Used 8 Base = Seismic Zone = MATERIAL DATA f'cn.Phi Hin. Vert Steel \ Din. Boriz Steel * Max. Vertical Spacing = Max. Horizontal = •d1 : Depth To Steel = Wall Height Effective Strip Hidth = VERTICAL LOADS 30.00ft Uniform Dead Load = 600.0 5.50 ft Uniform Live Load = 0.0 7. 50 in See. = 5.00 5 7.00 in Concentric Dead Load = 2545.0 0.300 Concentric Live Load = 0.0 0.300 150.000 Concrete Height = 145.00 0.0 4 4000 psi Using: UBC Sec. 1914.60000 psi 0.90 M-n * Phi : Moment Capacity 0.0020 Applied: Mu 8 Kid-Height 0.0012 Mu @ Top of Kail18.00 in Allow Axial Stress 18.00 in Actual Axial Stress 5. 25 in Max. As t: 0.6 * RhoBal 9.0171 90.62psf Maximum Service Deflection 12.00 in Ht/Service Defl Ratio LATR8AL LOADS 1 Point Lateral Load = 1 ...Height from Base = in (this is a Seismic Load} Uniform Lateral Load = $ ...distance to Bottom = 1 ...distance to Top (this is a Seismic Load) pcf Kind Load = (JHM1HIIY ., , Seismic 167072. 7 in-* 144155. 7 ia-f14147. 5 in- I 160.0 psi 55. 6 psi 0.00842. 251 in 160 :1 0.0* 0.00ft 40.2plf 14.00ft 33.00ft 29.00psf Wind 160267. 5 in-! 87881.9 in-t 9851.0 in-t160.0 psi 55.6 psi 0.0084 1.049 in 343 :1 Live & Short Term Loads Combined Seismic Parapet {ft Used FACTORED LOAD STRESSES Seismic Basic Defl. w/o P-Delta Basic Mu w/o P-Delta = Moment in Excess of Her = Max. Iterated DeflectionMax. Iterated Moment = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Term = 1.30 Factor 1.40 Factor 0.90 Space bars @ base of parapet at Hind 0.799 in 0.424 in 93161.2in-fr48l35.7in-*144155.7 in-jf 87881.9 in-t 7.355 in 7.566 in 144155.7 in-t 87881.9 in-* 18.0 in SERVICE LOA1 Basic Defl. w/o P-Delta =Basic Moment w/o P-Delta =Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in UBC 2625(c)4 DEC 2625(c)4 •1.41 "0.91 E :57(000*(fc\5) n : 29,000/Ec = 8.04Fr: 5 * [f'c*.5) = 316.23 psi Rho balanced Ht / Thk Ratio = 48.00 Seismic As(eff) = [ Pu:tot + (As*Fy) ] / Fy= 0.648in2•a' = (As*Fy t Pu) /(.85*f1c*l2) = 0.953 in 'c'= 'a1 / .85 = 1.121 in Moment of Inertia Modification Factor 1.00 I-gross = 421.9in4 I-cracked = 94.5in4 I-effective (ACI) = 0.0 in4Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Py * | d - a/2 } = 185636 in-t vnu ua ; i ; = 1 = = * Fr tum.iiwnu — — — — Seismic '0.570 in 66543. 7 in-* 78377. 6 in-* 2. 251 in 78377. 6 in-l == Kind 0.335 in 38018. 2 in-| 50025.0 in-* 1.049 in 50025.0 in-t 112.5 in335575. 6 in-| = 0.0285Hind 0.619in2 0.910 in 1.071 in 1.00 421.9in4 91.9 in! 0.0 in4 0.90 178075 in-t (continued on next page. V4.4B (cj 1983-95 EHBRCALC R2H ENGINEERING, KK060291 R2H ENGINEERING, INC.11545 WEST BERNARDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LI8B A. 3 7' JAMB I/ 20' K.O.PANELS ONE SIDE { continued) Axial DL-Z5441ba I Axial LL-Olba Dtsign tiathod: Exact 1994 UBC 1914.0 ao £ ec2 "5 i n •o * o 1 03 TS I J •a E i E E E E B g Bi B = I "5 £ r^ a <D r*(SJ H 1 en E | | a = | ii B =B • B EB a E ao; 2 *• "2 5i 1 i 1 i1 i B i E E E B EB B E a B \ Ra«.fDL-5991bs>RooftL-01b* Roof Ecc • 5 1n ». ainui Thfck-7.SDin Using:* S*> 7.00 tn Tc • 4000 psi Fy * 60000 pal Seismic Zont-4 Seismic Factor -0.500 Eff. Width. 12 In ooaK> A V4.4B (c) 1983-95 ENBRCALC R2H KH61HEERIHG, KN060291 R2H ENGINEERING, INC.11545 WEST BERNAfeO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A.3 3' JAMB AT END OF PANEL 24 HALL DATA Hall Height Parapet Height = Thickness : Rebar Size I Rebar Spacing =Hall: ZICp Parapet: ZICpMin. Allow Defl Ratio = Fixity * Dsed 3 Base = Seismic Zone =MATERIAL DATA f'c 28, 5, 7, 9, 00ft 00ft 50 in 5 00 in 0.300 0.300 150.000 0.0 VERTICAL LOADS Uniform Dead Load = Uniform Live Load = Ecc. Concentric Dead Load Concentric Live Load = Concrete Height = LATERAL LOADS 741.0 I Point Lateral Load = 0.0 f ...Height fron Base •• 5.00 in (this is a Seismic Load) Onifora Lateral Load •• 3563.0 f ...distance to Bottoa 0.01 ...distance to Top •• (this is a Seismic Load)145.00pcf Hind Load •- 0.00ft 56.0 14.00 33.00 36.00 ft psf PiMiaHin Max Max 'd' 4000 psi 60000 psi 0.90 ).0020).oon 18.00 in 18.00 in 5.25 in SUMMARY Vert Steel I Horiz Steel * Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip HidthLive i Short Tern Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. w/o P-Delta = Basic Mu w/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment = LOAD FACTORS DSED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 i 9-2 ST = 1.70 .... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Tern = 1.301 Factor 1.40 " Factor 0.90 M-n * Phi : Moment Capacity Applied: Mu 8 Mid-Height Allov Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 9.0171 90.62psf Maximum Service Deflection 12.00 in Ht/Service Defl Ratio Using: UBC Sec. 1914.0 method...Exact, Ion-Iterated Seismic 144857.6 in-S138546.7 in-* 22656.4 in-S160.0 psi 67.0 psi 0.0066 2.097 in 160 :1 Hind Hu 9 Top of Hall 136389 93018 10775 160 67 0.0066 1.294 260 in-* psi psi in Space bars $ base of parapet at Hind 0.646 in 0.403 in 87606.6 in-S 52481.0 in-S 138546.7 in-S 93018.5 in-S 6.134 in 6.407 in 138546.7 in-S 93018.5 in-S 8.04 s 316.23 psi 44.80 + (As*Fy) ] / Fy= /(.85*f'c*12) = UBC 2625(c)4 UBC 2625(c)4 E :57,000*(f'C\5) n : 29,000/Bc Fr: 5 * (f'c'.S) Ht / Thk Ratio As(eff) = E Pu:tot 'a1 = (As*Fy + Pn) 'c'= 'a1 / .85Moment of Inertia Modification Facter I-gross = I-cracked = I-effective (ACI) Phi : Capacity Reduction Factor = Mn = Asleff) * Fy * ( d - a/2 ) = 18.0 in SERVICE Basic Defl. w/o P-Delta = Basic Honest v/o P-Delta =Honent in Excess of Her = Hax. Iterated Deflection = Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in van UB = I = S 1 = = * Fr CUBVl^VUtf Seismic 0.461 in 62576.1 in-S 75833. 7 in-S 2. 097 in 75833. 7 in-f . = Hind 0.319 in 41488. 5 in-S 54986. 4 in-S1.294 in 54986. 4 in-S 112.5 in3 35575. 6 in-S Rho balanced Seismic 0.554in20.815 in 0.958 in 1.00 421.9in4 85.6in4 0.0 in4 0.90 160953 in-S = 0.0285 Hind 0.519in2 0.763 in0.898 in 1.00 421.9in4 82,0in4 0.0 in4 0.90 151544 in-S (continued on next page. V4.4B (c) 1983-95 BNERCALC R2H ENGINEERING, IH060291 R2H ENGINEERING, INC.11545 WEST BERNAMO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/19/95 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A. 3 3' JAMB AT END OF PAHBL 24 ....continued} Oettgtl MtttlOd: Ex«t 1994 U8C 1914.0 Axial DL» 3562 Ibs AxttHL-01b» Roaf DL« 740 IbsBoofLL-Olbt Roef Etc -5 in Thick-7.50 in U9lng:*5*9.00tn fc - 4000 psl Fy - 60000 pst Seismic Zone • 4 Seismic Factor -0.300 Eff. Width - 12 in V4.4B fc) 1983-95 SNERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING, INC.11545 WEST BERNARDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A. 3 PANEL P24 - 12' DOOR ONE SIDE HALL DATA Hall Height Parapet Height = Thickness •• Rebar Size \ Rebar Spacing •- Hall: ZlCg Parapet: ZICp Min. Allov Defl Ratio •• Fixity * Used 3 Base •- Seismic Zone •• MATERIAL DATA f'c P Hin Min Max Max 'd' 31.00ft 6.00ft 7.50 in 5 12.00 in 0.300 0.300 150.000 0.0 4 4000 psi 60000 psi 0.90 0.00200.0012 18.00 in ,00 in ,25 in ,62psf "in VERTICAL LOADS Uniform Dead Load = 630.0 i Uniform Live Load = 0.0 i Ecc. = 5.00 in Concentric Dead Load = 334.0 i Concentric Live Load = 0.0 i Concrete Height = 145.00pcf LATERAL LOADS Point Lateral Load ...Height from Base (this is a Seismic Load) Uniform Lateral Load •• ...distance to Botton = ...distance to Top • (this is a Seisnic Load] Hind Load •• SUXMARY 18, 5, 90, 12.1 Vert Steel * Horiz Steel \ Vertical Spacing Horizontal Depth To Steel Hall HeightEffective Strip Width Live & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. v/o P-Delta Basic Hu v/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI 9-1 i 9-2 DLACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... Seisnic = ST = 9-2 Group Factor = 9-3 Dead Load Pact = Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Seismic 101478.7 in-i 91550.9 in-i 15655.5 in-i 160.0 psi 32.4 psi 0.0049 1.761 in H-n * Phi : Moment Capacity Applied: Hu 3 Mid-Height Hu e Top of Hall Allov Axial Stress Actual Axial Stress Max. As t: 0.6 * RhoBal 9.0171 Maximum Service Deflection Ht/Service Defl Ratio 211 Space bars @ base of parapet at ACI ACI ACI 9-3 Short UBC 2625(c)4 UBC 2625(c)4 Tern '1.4' •0.9' Factor Factor ,40 ,70 ,70 .10 .75 .90 .30 .40 ,90 Hind 0.591 in 0.288 in 63463.Oin-f 30557.3 in-i 91550.9 in-i 52407.5 in-i 6.900 in 7.145 in 91550.9 in-i 52407.5 in-i B :57,OOQ*(f'C .5) n : 29,000/Bc = 8.04 Fr: 5 * (f'c\5) = 316.23 psi Ht / Thk Ratio = 49.60 As(eff) = [ Pu:tot * (As*Fy) ] / Fy= 18.0 in SERVICE 1 Basic Defl. v/o P-Delta Basic Moment v/o P-Delta Moment in Excess of Her Max. Iterated Deflection Hax. Iterated Moment ANALYSIS VALUES 3604997 psi S-grossHer = S 0.0 10.0 14.00 37.00 17.00 ft ft psf Hind 9716052407 7989 1'60 32 0.0049 0.229 1623 in-iin-i ia-fpsipsi in 18.0 in unu ua s I = ; I = = * Fr [im\,i.Lvug Seismic 0.422 in 45330. 7 in-jf 52542. Oin-i 1.761 in 52542. Oin-i = = Hind 0.229 in 24244. 5 in-i 31467. 3 in-i 0.229 in 31467. 3 in-S 112.5in3 35575. 6 in-i 'a1 = (As*Fy + Pu} /(.85*rc*12) - •c'= 'a1 / .85Moment of Inertia Hodification Pacter I-gross =I-cracked = I-effective (ACI)Phi : Capacity Reduction Factor = Mn = Asleff) * Fy * { d - a/2 ) = Rho balanced Seismic 0.378in2 0.556 in 0.654 in 1.00 421.9in4 65.3in4 0.0 in4 0.90 112754 in-S = 0.0285 Hind 0.361in2 0.531 in 0.625 in 1.00 421.9in4 63.1J04 0.0 in4 0.90 107956 in-i (continued on next page. V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/19/95 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A. 3 PANEL P24 - 12' DOOR ONE SIDE ( continued) AxielDL«3331bs 1 Axi<1 LL-Olba Design Method: Extct 1994UBC 1914.Q £3 _ a o Ewiw ~ oo^ X 5S S D 5 E i== i i•2 =j K £ » pjesj £ a D^~r-(*g» uein "5« =•s = B Si3•i£= i|—= Sg = E = i £= 5 a ^. o<n»\o*-••sc * E 5 i E£B Sr • S s 5zS H S E E =E E E 3 J Roof OL- 629 1b* >Ro*fLL-01b* Ro»f Ece-Sin *• oa•a t1 a Thick -7.50 in (i-j-.. * c • 12 00 in***'""' * ~ Ifc-wU f c - 4000 p»1 Fg - 60000 p*t Seismic Zone • 4 Seismic Factor -0.300 Eff. Width -12 In 0 K> A, , V4.4B (c) 1983-95 EHERCALC R2B ENGINEERING, KN060291 R2H Engineering, Inc. JOB MO^^^ni PROJECT L0T *&&S'*s>4' DATE I "Z '°1 <~ BY /l£g SUR.IFP.T TiLrT UlAU_^ SHEET /<?/ OF L u_ -K-T ^A^Jeu 4< = ^^ V V •= il- R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/35 C95U1 TILT HALLS Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL TILT HALLS AT HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Hall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity * Used i Base Seismic Zone MATERIAL DATA f'c ,00ft ,00ft ,50 in 5 ,00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Uniform Dead Load = Uniform Live Load = Bcc. = Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 1719.0 } Point Lateral Load 0.0 f ...Height fron Base : 1.50 in (this is a Seisnic Load) Uniform Lateral Load •• 0.01 ...distance to Bottoa •• 0.0 f ...distance to Top > (this is a Seismic Load) 145.00pcf Kind Load 0.0}0.00ft 7.8plf 0.00ft 40.00ft n.oopsf Pi Kia. Min. Max. Max. 'd' Hall 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in .25 in ,62psf "in SUMMARY 18, 5, 90, 12.', Vert Steel \ Horiz Steel * Vertical Spacing Horizontal Depth To Steel Height Effective Strip Hidth Live 4 Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. w/o P-DeltaBasic Mu w/o P-Delta Honest in Excess of Her Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI 9-1 & 9-2 DL ACI 9-1 4 9-2 LL ACI 9-1 5 9-2 ST .... Seismic = ST = 9-2 Group Factor = 9-3 Dead Load Fact = Using: UBC Sec. 1914.0 method...Exact, Hon-Iterated Seismic M-n * Phi : Moment Capacity = 208088.9 in-} Applied: Mu 3 Mid-Height = 154123.1 in-} Ma 3 Top of Hall -- 8312.2 in-} Allow Axial Stress = 160.0 psi Actual Axial Stress = 41.3 psi Max. As *: 0.6 * RhoBal 9.0171 0.0118 Maximum Service Deflection = 2.765 in Ht/Service Defl Ratio = 156 :1 Space bars @ base of parapet at Hind 1.208 in 0.389 in 94675.8 in-} 30362.5 in-* 154123.1 in-} 75599.0 in-} 11.437 in 11.604 in 154123.1 in-} 75599.0 in-} ACI ACI ACI 9-3 Short Term UBC 2625{C)4 UBC 2625(c}4 "1.41 "0,9' Factor Factor .40 ,70 ,70 ,10 ,75 ,90 ,30 ,40 ,90 8.04 316.23 psi 57.60 (As'FyJ ] / Py= .85*f'C*12) = E :57,OOOMfc'.5) a : 29,000/Ec Fr: 5 * (f'c'.S)Ht / Thk Ratio As(eff) = I Pu:tot 'a1 = (As*Fy + Pu)fc' = 'a1 / .85Moment of Inertia Modification Factor I-gross I-cracked = I-effective (ACIJ Phi : Capacity Reduction Factor =Mn = Asleff) * Py * ( d - a/2 ) * 18.0 in SERVICE LOAD DEFLECTIONS Seisnic Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment - AHALTSIS VALUES 3604997 psi S-grossMcr = S * Pr Kind 203358.9 ia-| 75599.0 in-} 4176.2in-8 160.0 psi 41.3 psi 0.0118 0.405 in 1067 :1 18.0 in 0.863 in 67625.5 in-| 78318.3 in-} 2.765 in 78318.3 in-} Hind 0.309 in 24041.2 in-f 34734.0 in-} 0.405 in 34734.0 in-} Rho balanced Seismic 0.831in2 1.222 in 1.437 in 1.00 421.9in4 109.0in4 0.0 in4 0.90 231210 in-} Hind 0.809 1.190 1.400 1.00 421.9 107.4 0.0 0.90 225954 112.5in335575.6 in-} 0.0285 in2 inin in4 in4 in4 in-} V4.4B (c) 1983-95 BHBRCALC R2H SNGIHEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/35 C95111 TILT HALLS Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL TILT HALLS AY Et*=*- HALL DATA Hall Height Parapet Height -• Thickness = Rebar Size ! Rebar Spacing •• Hall: ZICp Parapet: ZICpMin. Allow Defl Ratio = Fixity \ Used 8 Base •• Seismic Zone =MATERIAL DATA PC P Hin Hin Max Max •d' 36.00ft 4.00ft 7.50 in 5 10.00 in 0.300 0.300 150.000 0.0 4 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in .25 in ,62psf VERTICAL LOADS Uniform Dead Load = Uniform Live Load =Sec. = Concentric Dead Load = Concentric Live Load = Concrete Height LATERAL LOADS 40.0 i Point Lateral Load 0.0 I ...Height from Base6.00 in (this is a Seismic Load)Uniform Lateral Load •• 0.0 f ...distance to Botton 0.0 i ...distance to Top(this is a Seismic Load)145.00 pcf Hind Load 0.0 IF 0.00ft 0.0 plf0.00ft 0.00ft n.oopsf SUMMARY 18. 5, 90, Vert Steel * Horiz Steel \ Vertical Spacing Horizontal Depth To SteelHall HeightEffective Strip Hidth = 12.00 in Live & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES SeismicBasic Defl. »/o P-Delta Basic Mu v/o P-Delta = Moment in Excess of HerMax. Iterated Deflection =Max. Iterated Moment = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Term = 1.30 UBC 2625(c)4 "1.4" Factor 1.40 Factor 0.90 M-n * Phi : Moment CapacityApplied: Mu 3 Mid-Height Using: UBC Sec. 1914.0 method...Biact, Non-Iterated Seismic 111929.3 in-| 99382.2 in-iHu8 Top Of HallAllov Axial Stress Actual Axial StressMax. As \: 0.6 * RhoBal 6.0171Maximum Service DeflectionHt/Service Defl Ratio Space bars @ base of parapet at 3990.0 in-i ISO. 0 psi 22. 6 psi 0.0059 2. 641 in 164 :1 UBC 2625fc)4 "0.91 Hind 0.920 in 0.371 in 72334.5in-S29134.8in-S 99382.2 in-l 49851.7 in-i 9,500 in 9.701 in 99382.2 in-* 49851.7 in-i 57,OOQ*(flc\5) 29,000/Bc 5 * (f'C\5) / Thk Ratio n : Fr: Ht As(eff) = 18.0 in SERVICE LOAD DEFLRCTIOHS Seismic Basic Defl. w/o P-Delta = Basic Moment v/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment = ANALYSIS VALUKS 3604997 psi S-gross Her = S * Pr Hind 108955.6 in- 1 49851. 7 in-jf 1720.8 in-l 160.0 psi 22. 6 psi 0.0059 0.291 in 1485 :1 18.0 in 0.657 in 51667.5 in-i 57524.7 in-i 2.641 in 57524.7 in-i Hind 0.291 in 22872.0 in-i 28729.2 in-l 0.291 in 28729.2 in-i 8.04 316.23 psi 57.60 Pu:tot + (As*Py) ] / Py= /(.85*f'c*12) ='a1 = (As*Fy + Pu) 'c' = la' / .85Moment of Inertia Modification Facter I-gross I-cracked = I-effective (ACI) Phi : Capacity Reduction Factor = Mn = Asleff) * Fy * ( d - a/2 ) = Rho balanced Seismic 0.419in20.617 in0.726 in 1.00 421.9in4 70.6in4 0.0 in4 0.90 124366 in-i Hind 0.408 0.599 0.705 1.00 421.9 69.1 0.0 0.90 121062 112.5in3 35575.6 in-i 0.0285 in2in in in4 in4 in4 in-i V4.4B (c) 1983-95 BBERCALC R2H ENGINEERING, IH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/35 C95111 TILT HALLS Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL TILT BALLS HALL DATA Hall Height Parapet Height = Thickness = Rebar Size ft Rebar Spacing = Hall: ZICp Parapet: ZICp Mia. Allow Defl Ratio - Fixity * Used 9 Base = Seismic Zone = MATERIAL DATA f'cn.Phi Hin Hin Max Max 'd1 35.75ft 4.25ft 7.50 in 54.00 in 0.3000.300150.000 0.0 VSfiTICAL LOADS Uniform Dead Load = Onifon Live Load = Bcc. Concentric Dead Load = Concentric Live Load = Concrete Height LATERAL LOADS 80.0 ft Point Lateral Load 0.0 ft ...Height from Base •• 1.50 in (this is a Seismic Load) Uniform Lateral Load 0.0 ft ...distance to Bottom 0.0 ft ...distance to Top (this is a Seisuic Load) 145.00pcf Hind Load 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 18.00 in 5.25 in Using: BBC Sec. SUMHMY Vert Steel *Horn Steel 1 Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth Live & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. v/o P-Delta = Basic Hu v/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0,75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Term = 1.30 Factor 1.40 Factor 0.90 M-n * Phi : Monent Capacity Applied: Mu 8 Mid-Height Hu 3 Top of Hall Allov Axial StressActual Axial Stress Max. As *: 0.6 * RhoBal 9.0171 90.62 psf Maximum Service Deflection 12.00 in flt/Service Defl Ratio 1914.0 method...Exact, Son-Iterated Seismic 239419.lin-ft 146075.3 in-ft8556.5in-ft 160.0 psi = 23.2 psi 0.0148 2.818 in 152 :1 Space bars i base of parapet at Hind 1.369 in 0.358 in 111611.8 in-ft 28565.4 in-ft 146075.3 in-ft 54762.lin-ft 11.887 in 11.966 in 146075.3 in-ft 54762.1 in-ft 8.04 316.23 psi 57.20 * (As*Fy) ] / Fy= /(.85*f'c*12) = OBC 2625(c)4 OBC 2625(c)4 •1.4' •0.91 E :57,000*{f'C .5} n : 29,000/Bc Fr: 5 * (f'c'.S) Ht / Thk Ratio As(eff) = [ Pu:tot 'a1 = (As*Fy + Pu}'c' = -a1 / .85 Moment of Inertia Modification Facter I-grossI-cracked = I-effective (ACI) Phi : Capacity Reduction Factor = Mn = As(eff) * Fy * { d - a/2 ) = 18.0 in SERVICE LOAD DSFLECTIOSS SeismicBasic Defl. v/o P-Delta = Basic Moment v/o P-Delta = Moment in Excess of Her =Max. Iterated Deflection = Max. Iterated Moment = ANALYSIS VALUES 3604997 psi S-gross Mcr = S * Pr 0.978 in 79722.7 in-ft 85638.7 in-ft 2.818 in85638.7 in-ft 0.0ft0.00ft 28.1plf 17.00 h40.00ft 12.00 psf Hind236910.3 in-ft 54762.lin-ft 1784. lin-ft 160.0 psi 23.2 psi 0.0148 0.281 in 1527 :1 18.0 in Kind 0.281 in22414.9 in-ft 28378.2 in-ft 0.281 in28378.2 in-ft Rho balancedSeismic0.979in2 1.439 in 1.693 in 1.00 421.9in4 119.0in4 0.0 in4 0.90266021 in-ft Hind 0.966 1.421 1.672 1.00 421.9118.2 0.0 0.90263234 112.5 in335575,6 in-ft0.0285 inin in4 in4in4 in-ft V4.4B (c) 1983-95 ESERCALC R2H ENGINEERING, SH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 01/05/96 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN PANEL 38 AND 39 5'JAMB I/ 20' HIHDOHS ONE SIDE HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Hall: ZICp Parapet: ZICp Min. Allov Defl Ratio Fixity \ Used e Base Seismic Zone MATERIAL DATA f'c 29, 4, 7, 3, 00ft 00ft SO in 5 50 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Uniform Dead Load = Uniform Live Load = Ecc. = Concentric Dead Load =Concentric Live Load = Concrete Height = LATERAL LOADS 4350.0 * Point Lateral Load0.0 * ...Height from Base = 1.50 in (this is a Seisaic Load) Unifora Lateral Load •• 4312.01 ...distance to Bottoi ••0.0 * ...distance to Top = (this is a Seisnic Load) 145.00pcf Hind Load *ft 56.3 10.0033.00 36.00 ft - psf PHin MID MaxMax'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 18.00 in 5.25 in Dsing: tJBC Sec. SUMMAHY Vert Steel \ Horiz Steel * Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth Live & Short Tern Loads Contained Seisnic Parapet Ht Used FACTORED LOAD STRESSES Seisnic Basic Defl. w/o P-Delta = Basic Mu w/o P-Delta = Koaent in Excess of Mcr = Max. Iterated Deflection Max. Iterated Moient LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 S 9-2 ST = 1.70 .... Seisnic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Tern = 1.30 Facto? 1.40 Factor 0.90 M-n * Phi : Monent Capacity Applied: Mu I Mid-Height Mu 9 Top of Hall Allow Axial Stress Actual Axial Stress Max. As t: 0.6 * RhoBal 9.0171 90,62psf Maxinun Service Deflection 12.00 in Ht/Service Defl Ratio 1914.0 sethod...Exact, HOD-Iterated Seismic 302183.7 in-| 244703.2 in-* 20355.7 in-* = 160.0 psi 114.9 psi 0.0169 2.254 in 154 :1 Hind 291187 152980 11257 160 114 0.0169 1.309 266 in-* ia-|in-* psi psi in Space bars $ base of parapet at Hind 0.995 in 0.492 in 123593.8 in-* 59125.2 in-* 244703.2in-*152980.9in-* 8.394 in 8.646 in 244703.2in-*152980.9in-| B :57,000*(flc\5) n : 29,000/Ec Fr: 5 * (f'c*. 5J Ht / Thk Ratio As(eff) = [ Pu:tot 18.0 in SERVICE LOA1 Basic Defl. w/o P-Delta = Basic Monent w/o P-Delta = Monent in Excess of Mcr = Max. Iterated Deflection = Max. Iterated Moient AHALTSIS VALUES 3604997 psi S-gross Mcr = S 18.0 in UBC 2625(c)4 UBC 2625(c)4 •1.41 •0.91 8.04 = 316.23 psi Rho balanced = 46.40 Seisnic (As*?y} ] / Fy= 1.304 in2 'a1 = (As*Fy + Pu) /(. 85*fVl2) = 1.918 in 'c'= 'a1 / .85 = 2. 256 in Moment of Inertia Modification Factor 1.00 I-gross = 421.9 in4I-cracked = 140.0 in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = As(eff) * Fy * ( d - a/2 } = 335760 in-i uou ui s I == I = = * Fr icuDiiivni? • Seisnic 0.711 in 88281. 3 in-* 112113. 3 in-* 2.254 in 112113. 3 in-* s = Hind 0.392 in 46948. 5 in-* 70933. 9 in-* 1.309 in 70933. 9 in-* 112.5in3 35575. 6 in-* = 0.0285 Hind 1.244in2 1.829 in 2.152 in 1.00 421.9in4 135.9in4 0.0 in4 0.90 323542 in-* (continued on next page. V4.4B (C) 1983-95 B8ERCALC R2H ENGIHEERIHG, 18060291 R2H ENGINEERING, INC.11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 01/05/96 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN PAREl 38 AND 39 5'JAMB I/ 20' RIHDOHS ONE SIDE { continued) Axial OL - 4311 Iba 1 Axial U - 0 Iba D«atgi»n*thod: Exact 1994 UBC 1914.0 *o O uO K»(M .S Oo a • i B i 1 £ B B £S£5 B | Hi B «*£ N *3 2 (SI t a I* n • !•• ES iM B • 3 B BE Bi =B E 9i i i5 i a S inmi 'g i i 3 iB B =£ B £ £ £ • E B | i ii | B • 1 Roof DL- 4349 Iba FRMf LL - 0 Iba Roof Ecc-1 in oq | Thick -7.5D in Us1ng:*5*3.SOln fc » 4000 pal ftf . 6QOOO pal SaiamicZona - 4 8e1«i)1c Factor -0.300 Eff. Width • 12 In oo (SI J V4.4B (c) 1983-95 ENERCALC R2H SR6INESKIK6, KH060291 R2H Engineering, Inc.JOBNO. r PROJECT SUBJECT.SHEET-OF. . (si - 1- ^ ~ <> L R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/35 C95111 TILT HALLS Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL TILT HALLS U|U& HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Hall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity \ Used 9 Base Seismic Zone MATERIAL DATA f'c 29.00ft 4.00ft 7.50 in 5 10.00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Uniform Dead Load = Oniform Live Load = Bcc. = Concentric Dead Load = Concentric live Load = Concrete Height = LATERAL LOADS 40.0 I Point Lateral Load 0.0 j ...Height fron Base •- 6.00 in (this is a Seisiic Load) Uniform Lateral Load •• 0.0 i ...distance to Bottoa • 0.0 I ...distance to Top -. (this is a Seismic Load) 145.00pcf Hind Load Pi Min.Min. Max. Max.'d1 Hall 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in ,38 in .62 psf SUMMARY Using: UBC Sec. 1914.0 method...Deflections are Iterated Seismic 18, 3, 90, Vert Steel \ Horiz Steel * Vertical Spacing Horizontal Depth To Steel Height Effective Strip Hidth = 12.00 in Live & Short Tern Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES SeismicBasic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI 9-1 4 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ST Factor = M-Q * Phi : Moment Capacity Applied: Mu @ Mid-Height 68355. 65244. Mu 8 Top of Hall Allow Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 6.0171 Maximum Service Deflection Ht/Service Defl Ratio Space bars @ base of parapet at 1 in-* 6 in- I 160.0 psi 19.1 psi 0.0092 0.276 in 1259 :1 ACI ACIACI 9-1 4 9-2 9-1 & 9-2 , Seismic - 9-2 Group 9-3 Dead Load Fact 9-3 Short Term UBC 2625(c}4 UBC 2625(C}4 '1.41 '0.9' FactorFactor ,40 ,70 ,70 ,10 ,75 ,90 ,30 ,40 ,90 Hind 1.882 in 0.154 in 46356.8 in-f 18692.5 ia-l 65244.6 in-* 18974.1 in-t 7.909 in 0.156 in 65244.6 ia-l 18974.1 in-* .5) 8.04 316.23 psi 46.40 * (As*Fy) ] / Py= /(.85*f1c*l2) = S :57,000*(f'C n : 29,000/Ec Fr: 5 * (f'c*.5) Ht / Thk Ratio Asleff) = [ Pu:tot 'a' = (As*Fy * PuJ 'cl= 'a1 / .85Moment of Inertia Modification Factor I-gross = I-cracked = I-effective (ACI)Phi : Capacity Reduction Factor = Hn = Asleff) * Fy * ( d - a/2 ) = 18.0 in SERVICE LOAD DEFLECTIONS SeisiicBasic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment AHALTSIS VALUES 3604997 psi S-gross Mcr = S * Fr 0.273 in 33112.0 in-* 33586.4 in-t 0.276ia 33586.4 in-| Rho balanced Seismic 0.412in2 0.606 in 0.713 in 1.00 421.9in4 24.9in4 0.0 in4 0.90 75950 in-* Hind 0.402 0.591 0.696 1.00 421.9 24.60.0 0.90 74282 0.0* 0.00ft 0.0 plf 0.00ft 0.00ft 12.00psf Hind 66853.9 in-l 18974, 1720, 160, .lin-l ,8 in-* 0 psi ,lpsi 0.0092 0.123 in 2837 :1 19, 18.0 in Hind 0.121 in 14682.0 in-| 14892.5 in-| 0.123 in 14892.5 in-* 112,5 in3 35575.6 in-* 0.0285 in2in in in4 in4 in4 ia-l V4.4B (C) 1983-95 BHERCALC R2H BNGIHEERING, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/35 C95111 TILT HALLS Date: 12/18/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN TYPICAL TILT HALLS VERTICAL LOADS 29.00 ft Dm fore Dead Load 4.00 ft Uniform Live Load9.50 in Bcc. 5 Concentric Dead Load = Concentric Live Load = 12.00 in 0.300 0.300 150.000 0.0 4 Concrete Height f'c HALL DATA Hall Height Parapet Height Thickness Rebar SizeRebar Spacing Hall: ZICp Parapet: ZICp Hin. Allow Defl Ratio Fixity * Used a Base Seismic Zone MATERIAL DATA = 4000 psi = 60000 psi = 0.90 = 0.0020 = 0.0012 = 16.32 in = 18.00 in 4.38 in Hall Height Effective Strip Hidth Live i Short Term Loads Combined Seismic Parapet Ht Used Space bars @ base of parapet at FACTORED LOAD STRESSES Seismic Hind Basic Defl. w/o P-Delta Basic Mu w/o P-Delta Moment in Excess of HerIterated Deflection Iterated Moment LOAD FACTORS USED 9-1 t 9-2 DL 9-1 & 9-2 LL 9-1 & 9-2 ST Seismic = ST LATERAL LOADS 260.0 j| Point Lateral Load 0.0 * ...Height fron Base 6.00 in (this is a Seismic Load)Uniform Lateral Load •• 0.0 I ...distance to Bottom 0.0 f ...distance to Top •• (this is a Seismic Load) 145.00pcf Hind Load SUMMARY Phi Hin, Hin.Hax.Hax. 'd1 Vert Steel * Horiz Steel * Vertical Spacing Horizontal Depth To Steel Using: UBC Sec. 1914.0 method...Deflections are Iterated Seismic M-n * Phi : Moment Capacity = 81069.6 in-i Applied: HU 8 Mid-Height = 68859, Mu 3 Top of Hall Allov Axial Stress Actual Axial Stress Hax. AS *: 0.6 * RhoBal 9.0171114.79psf Maximum Service Deflection 12.00 in Ht/Service Defl Ratio 2 in-* 6812.4 in-* 160.0 psi 20.9 psi 0.00590.175 in 1993 :1 Hax Hax ACI ACI ACI 0.450 in 0.079 in 59597.9 in-* 19385.5 in-f 68859.2 in-* 19585.6 in-* 2.815 in 0.080 in 68859.2 in-* 19585.6 in-* ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term UBC 2625(c)4 '1.41 Factor DEC 2625(c)4 '0.9' Factor 1.40 1.70 1.70 1.10 0.75 6.04 316.23 psi 36.63 + (As'Fy) ] / Fy= /(.85*f'c*12) = S :57,000*(f'C .5) n : 29,000/Sc Fr: 5 * {f'c".5) Ht / Thk Ratio As(eff) = [ Pu:tot 0.90 'a' = (As*Py + Pu) 1.30 'c' = 'a1 / .851.40 Honent of Inertia Modification Pacter 0.90 I-gross I-cracked = I-effective (ACI) Phi : Capacity Reduction Factor = Hn = Asteff) * Py * [ d - a/2 ) = 16.3 in SERVICE LOAD DBPLECTIOHS Seismic Basic Defl. w/o P-Delta = Basic Moment w/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Moment AHALISIS VALUES 3604997 psi S-gross Her = S * Fr 0.173 in42569.9in-jf 42986.1 in-} 0.175in 42986. lin-J Rho balancedSeismic0.366in2 0.538 in0.633 in 1.00 857.4in4 42.2in4 0.0 in4 0.90 90077 in-t 0.01 0.00ft 0.0 plf 0.00 ft 0.00ft n.oopsf Hind 78180.7 in-# 19585.6 in-* 3106.8 in-* 160.0 psi 20.9 psi 0.0059 0.063 in 5492 :1 16.3 in Hind 0.063 in 15342.0 in-* 15493.0 in-* 0.063 in 15493.0 in-* Hind 0.352 0.517 0.609 1.00 857.4 41.0 0.0 0.90 86867 180.5in3 57079.lin-| 0.0285 in2 in in in4in4 in4 in-* V4.4B (C) 1983-95 EHERCALC R2H RNGIKEBRING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT BALLS Date: 12/19/95 TILT-UP CONCRETE WALL PANEL STRIP DESIGN HALL AT GIRDER HALL DATA Hall Height = 31.00ft Parapet Height = 2.00 ft Thickness = 7.50 inRebar Size f 5 Rebar Spacing = 12.00 in Hall: ZICD = 0.300 Parapet: ZICp = 0.300 Mia. Allow Defl Ratio = 150.000 Fixity * Osed $ Base = 0.0 Seismc Zone = 4 MATERIAL DATA f'c = 3000 psi Py = 60000 psi Phi = 0.90 Kin. Vert Steel \ = 0.0020 Hin. Horn Steel * = 0.0012 Max. Vertical Spacing = 18.00 in Max. Horizontal = 18,00 in 'd' : Depth To Steel = 5.25 in VERTICAL LOADS Uniform Dead Load = Uniform Live Load = Bcc. = Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 2900.0 I Point Lateral Load 0.01 ...Height from Base •• 1.50 in (this is a Seismic Load)Uniform Lateral Load = 0.0 8 ...distance to Bottom 0.0 f ...distance to Top = (this is a Seisnic Load) 145.00pcf Hind Load SOBQU 0.0* 0.00ft 0.0 plf0.00ft 0.00ft O.OOpsf Vert Steel \ Horiz Steel * Vertical Spacing Horizontal Depth To SteelHall Height Effective Strip Hidth Live t Short Term Loads Conbined Seismic Parapet Ht UsedFACTORED LOAD STRESSES Seismic Basic Defl. w/o P-Delta = 0.634 in Basic Hu w/o P-Delta = 57471.1 in-f Moment in Excess of Her = 104357.4 in-f Max. Iterated Deflection = 7.468 in Hax. Iterated Moment = 104357.4 in-S LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1 ACI 9-1 & 9-2 LL = 1 ACI 9-1 & 9-2 ST = 1 .... Seismic = ST =1 9-2 Group Factor = 0 H-n * Phi : Moment Capacity Applied: Mu 8 Kid-Height Using: UBC Sec. 1914.0 method...Exact, Non-Iterated Seismic 108456 104357 Mu @ Top of Hall Allow Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 9.012890.62psf Maximum Service Deflection 12.00 in Ht/Service Defl Ratio Space bars @ base of parapet at lin-f 4 in-f 7003.5in-| 120.0 psi 49.8 psi 0.0049 2.007 in 185 :1 Excess Defl Hind102150. 2 in-f 0.0 in-f 0.0 in-f 120.0 psi 49. 8 psi 0.0049 0.000 in 0 :1 ACI ACI 9-3 Dead"Load Fact ACI 9-3 Short Tern = 1 OBC 2625(c)4 '1.4' Factor 1 DBC 2625{c)4 "0.91 Factor 0 ,40 .70 ,70 ,10 ,75 ,90 ,30 ,40 ,90 18.0 in SERVICE LOAD DEFLECTIOHS — Hind Seismic 0.000 in Basic Defl. v/o P-Delta = 0.453 in 0.0 in-f Basic Moment w/o P-Delta = 41050.8 in-f 0.0 in-f Moment in Excess of Her = 52164.7 in-f 0.000 in Max. Iterated Deflection -- 2.007 in 0.0 in-f Max. Iterated Moment = 52164.7 in-f ANALYSIS VALUES 3122019 psi S-gross Her : S * Fr 18.0 in Rind 0.000 in 0.0 in-f 104357.4 in-f 0.000 in 104357.4 in-f 9.29 273.86 psi 49.60 + (As*Fy) ] / Fy= /(.85*f'c*12) = B :57,00fl*{f'c".5|n : 29,000/Ec Fr: 5 * (f'c\5) Ht / Thk Ratio As(eff) = [ Pu:tot 'a1 = (As*Fy + Pu) 'c'= 'a1 / .85 Moment of Inertia Modification Factsr I-gross = I-cracked = I-effective (ACI) Phi : Capacity Reduction Factor = Mn = Asleff) * Fy * { d - a/2 ) = Rho balanced Seismic 0.415in2 0.813 in 0.957 in 1.00 421.9 in474.5 in40.0 in4 0.90 120507 in-f Hind 0.389 0.762 0.896 1.00 421.971.3 0.00.90 113500 112.5in3 30809.4 in-f0.0214 in2 in in in4 in4 in4 in-f V4.4B (C) 1983-95 BHERCALC R2H SHGINBERING, KH060291 R2H Engineering, Inc. PROJECT JOB NO. DATE (& BY.77(3-SHEET OF- W $h,* {kief, - /Z/-»c Hr ^ <^9 /^ L co/dj> R2H ENGINEERING .INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 6 PANEL P-3: 14 ' JAMB HALL DATA Hall HeightParapet Height ThicknessRebar SizeRebar SpacingHall: ZlCgParapet: ZICpHin. Allov Defl RatioFixity * Used 3 BaseSeismic ZoneMATERIAL DATA f'cpy,Phi Min. Vert Steel \Min. Horiz Steel ! Max. Vertical Spacing Max. Horizontal 'd1 : Depth To Steel Hall Height Effective Strip Hidth f 28.70 4.30 6.50 5 12.00 0.300 0.300 150.000 0.0 4 4000 60000 0.90 0.0020 0.0012 18.00 18.00 4.50 78.54 12.00 ft ft in in psi psi in in in psfin VERTICAL LOADSUniform Dead Load = 1081.0Uniform Live Load = 0.0Ecc. = 5.00 Concentric Dead Load = 627.0Concentric Live Load = 0.0 Concrete Height = 145.00 Using: UBC Sec. 1914, H-n * Phi : Homent Capacity Applied: Hu @ Mid-HeightHu @ Top of HallAllov Axial Stress Actual Axial Stress Hax. As V: 0.6 * RhoBal 6.0171 Maximum Service Deflection flt/Service Defl Ratio * fin f f pcf SUM .0 met TiATRBJL T.GMK Point Lateral Load =...Height from Base =(this is a Seismic Load)Uniform Lateral Load =...distance to Bottom =...distance to Top =(this is a Seismic Load]Hind Load = IHRR7 Seismic 87463. 9 in-f 80847. 9 in-f 13401.1 in-f 160.0 psi 40.7 psi 0.0057 1.825 in 189 :1 56.0 12.50 14.0 23.50 33.00 19.00 Hind 83517.3 56085.1 8362.8 160.0 40.7 0.0057 0.945 364 f ft ?lf ft psf in-f in-f in-f psi psi in Live & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSES SeismicBasic Defl. v/o P-Delta =Basic Hu v/o P-DeltaMoment in Excess of Her =Max. Iterated Deflection =Max. Iterated Homent LOAD FACTORS OSED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70.... Seismic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead load Fact = 0.90 ACI 9-3 Short Tern = 1.30Factor 1.40Factor 0.90 Space bars 9 base of parapet at Kind0.610 in 0.396 in 49165.4in-ft 31436.5in-it80847.9 in-f 56085.1 in-f7.144 in 7.402 in80847.9 in-f 56085.1 in-f E :57(OOQMf'c\5)n : 29,000/Ec Fr: 5 * (f'c*.5) Ht / Thk Ratio As(eff) * [ Pu:tot 18.0 in SERVICE ] Basic Defl. v/o P-DeltaBasic Moment v/o P-DeltaMoment in Excess of HerMax. Iterated DeflectionMax. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in UBC 2625(C)4 UBC 2625(c)4 '1.4' '0.9' 8.04 316.23 psi Rho balanced 52.98 Seismic (As'PyJ 3 / Fy= 0.384in2 'a1 = (As*Fy * PuJ /(.85*f'cn2) = 0.565 in 'c'= la' / .85 = 0.664 in Homent of Inertia Modification Facter 1.00 I-gross = 274.6 in4 I-cracked = 46.6 in4I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90Hn = Asleff) * Py * ( d - a/2 ) = 97182 in-i vnit ua = t = - I = s * Fr cuDiiiuuaSeismic0.436 in35118.1 in-f 42391. 2 in-f 1.825 in 42391.2 in-i - = Hind0.317 in 25152.1 in-* 32425. 2 in-f 0.945 in 32425. 2 in-f 84.5in3 26721. 2 in-f = 0.0285 Hind0.366in2 0.538 in 0.632 in 1.00 274.6in445.0in40.0 in4 0.90 92797 in-f (continued on next page. V4.4B (c) 1983-95 SNE8CALC R2H EH6INEERIRG, KR060291 R2H ENGINEERING, INC.11545 WEST BERNAWX) COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 6 PANEL P-3; 14' JAMB '. continued) De*lgrt Method: Exact 1994 UBC 1914.0 10nI u< Adflftd Point Seismic Load* 55.99 Ibs *xi»1 DL- 626 Ibs AxUUL-Olba Ro»fDL*UJ80lb»R09fLL>01b* Roof Ecc >>51n Thick-6.50 in U3lng:-5*l2.001n f c - 4000 f«i F\| - 60000 pst Seismic Zon* • 4 Seismic Factor -0.300 EfT. Width-12 In V4.4B (C} 1983-95 SNEBCALC R2E EHGINBBRIHG, KH060291 R2H ENGINEERING, INC.11545 WEST BERNAMX) COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE G PANEL P-3 4'JAMB HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Hall: ZICp Parapet: ZICp Min. Allow Defl Ratio Fixity * Used i Base Seisnic Zone MATERIAL DATA f'c P Min Min MaxMax 'd1 Vert Steel *Boris Steel I Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth = 12.00 In Live & Short Tern Loads Combined Seismic Parapet Ht Used FACTORED LOAD 28.70ft 4.30ft 6.50 in 5 6.00 in 0.300 0.300 150.000 0.0 4 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 00 in 50 in 54psf VERTICAL LOADS Uniform Dead Load = 2064.0 * Uniform Live Load = 0.0 * Bcc. = S.OOin Concentric Dead Load -- 2195.01 Concentric Live Load - 0.01 Concrete Height = 145.00pcf LATERAL LOADS Point Lateral Load = 195.0* ...Height from Base = 12.50ft (this is a Seismic Load) Uniforn Lateral Load = 49,0plf ...distance to Botton = 23.50ft ...distance to Top = 33.00 ft(this is a Seisnic Load) Hind Load = 36.00psf 18. 4. 78. Using: UBC Sec. H-Q * Phi : Moment Capacity Applied: Mu @ Mid-Height Mu @ Top of Hall Allow Axial Stress Actual Axial Stress Max. As \: 0.6 * RhoBal 8.0171Maximum Service Deflection Ht/Service Defl Ratio SUMMARY 1914.0 method...Exact, Bon-Iterated Seismic160567. lin-f 137960.6 in-I 25718. lin-f 160.0 psi 73.4 psi 0.01152.230 in 154 :1 Hind 154407.4 112779.1 15928.1 160.0 73.4 0.0115 2.275 151 in-* in-* in-|psi psi in Basic Defl. H/O P-Delta Basic Mu w/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max. Iterated Moment LOAD FACTORS USED ACI 9-1 4 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Pact = ACI 9-3 Short Tern Space bars @ base of parapet atSTRESSES Seismic Hind 0.842 in 0.750 in 69397.6 in-l 59607.1 in-l 137960.6 in-|112779.1 in-l 8.637 in 8.851 in 137960.6 in-|112779.1 in-l UBC 2625(c)4 UBC 2625(c)4 Factor Factor 8.04 316.23 psi 52.98 + (As*Fy) ] / Py= /(.85*f1c*l2) = 1.40 S :57,000*{fc".5)1.70 n : 29,000/Ec 1.70 Fr: 5 * (f'c*.5) 1.10 Ht / Thk Ratio 0.75 As(eff) = [ Pu:tot 0.90 'a' = [As*Fy + Pu) 1.30 'c' = 'a1 / .85 1.40 Moment of Inertia Modification Facter 0.90 I-gross I-cracked = I-effective (ACIJ Phi : Capacity Seduction Factor = Mn = As(eff) * Fy * ( d - a/2 ) = 18.0 in SERVICE 1 Basic Defl. w/o P-Delta Basic Moment v/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Mcr = S 18.0 in UrtU Ufi =I == I = = * Pr rum,nuflu Seismic0.602 in 49569. 7 in-| 62522. 3 in-* 2. 230 in 62522. 3 in-* - = Hind 0.602 in47697. 7 in-* 60818. 5 in-9 2. 275 in 60818. 5 in-| 84. 5 in3 26721.2 in-| Rho balanced Seismic 0.754 in2 1.108 in 1.304 in 1.00 274.6in4 70.8in4 0.0 in4 0.90 178408 in-| = 0.0285Hind0.720in21.059 in1.246 in1.00274.6in469.1in4 0.0 in4 0.90171564 in-l(continued on next page. V4.4B (c) 1983-95 ENERCALC R2H EKGIHEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINS 6 PANEL P-3 4' JAMB ....continued) Axial DL- 2194 Tba | Axial LL-Olba il gn Mtthod: Exact 1994 UBC 19J4.0 OS»r " 5 3 9 E «02 s «»„ = «0 .£ S <Mu> =yo>A = •» i • E — * BIB_J ••B S Wa•ein MIM N U- — t s i Added Point Seismic « Load- 194.99 tb3 .^^ B SBE S = = =1 5 i E | S = == E •1 B 5 B S a 5 S B o Oi uiK) •^e * | 5 B, C 5 g = | = | | 5 i 1 i =E S i • B B i B3B£B is B 1 RoefDL- 2063 Ibs IRoofU-Olb* RoofEcc • S in • »1o ^ a Thick -6.50 in Using:* S # 6.00 in f c - 4000 p*i Fy « 60000 p*1 Seismic Zone • 4 Seismic Factor -0.300 Eff. Width- 12 In r^ <«( . V4.4B (C) 1983-95 BNBRCALC R2H ENGIHEERISG, KH060291 R2H ENGINEERING .INC.11545 WEST BERNAbDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE G PANEL 3A - 5' JAMB HALL DATA Hall Height Parapet Height Thickness • Rebar Size \ Rebar Spacing : Hall: ZICp Parapet: ZICp Min. Allow Defl Ratio •• Fixity * Used £ Base •• Seismic Zone MATERIAL DATA f'c 0 0 150 .70ft .30ft.SOin 5 .00in 300 300 000 0.0 4 VERTICAL LOADS Uniform Dead Load Uniform Live Load = Sec. Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 1790.0 f Point Lateral Load = 0.0 I ...Height from Base 5.00 in (this is a Seismic Load) Uniform Lateral Load •• 1756.0 f ...distance to Bottoi 0.0 i ...distance to Top = (this is a Seismic Load) HS.OOpcf Hind Load 156.0 12.50 39.0 23.50 33.00 31.20 ft ft psf Pi Min Hin Max Max 'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in ,50 in .54psf"" in SUMMARY 18, 4, 78, 12.1 Vert Steel \ Horn Steel t Vertical Spacing Horizontal Depth To SteelHall Height Effective Strip HidthLive & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSESSeismic Basic Defl. w/o P-Delta Basic Hu »/o P-Delta Moment in Excess of Her Max. Iterated Deflection Max, Iterated Moment LOAD FACTORS USED ACI 9-1 & 9-2 DL ACI 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 Snort Term Dsing: DEC Sec. 19X4.0 method...Exact, Son-IteratedSeismic 127960.7 in-f 119091.8 in-f 22246, Allow Axial Stress Actual Axial Stress Max. As \: 0.6 * RhoBal H-n * Phi : Moment Capacity Applied: Hu @ Mid-Height Hind Hu @ Top of Hall 9.0171 Maximum Service Deflection Ht/Service Defl Ratio Space bars @ base of parapet at ,9 in-f 160.0 psi64.2 psi ).00862.265 in 152 :1 122174 94852 13810 160 64 0.0086 2.175 158 in-f in-f in-lpsipsi in Hind 0.777 in 0.650 in 63651.3 in-f 51662.8 in-* 119091.8 in-f 94852.0 in-f 7.962 in 8.213 in 119091.8 in-f 94852.0 in-f UBC 2625(c)4 UBC 2625(c)4 Factor Factor ,40 ,70 ,70 ,10 ,75 .90 .30 .40 .90 8.04 316.23 psi 52.98+ (As*Fy) ] / Fy= /(.85*f'C*12) : E :57,000*(f'C\5) n : 29,000/Bc Fr: 5 * (f'c*.5) fit / Thk RatioAs(eff) : [ Pu:tot 'a1 = (As*Fy + Pu) 'c'= 'a1 / .85Moment of Inertia Modification FactorI-gross =I-crackedI-effective (ACI)Phi : Capacity Reduction Factor =Mn = As(eff) * Fy * ( d - a/2 ) = 18.0 in SERVICE 1 Basic Defl. w/o P-Delta Basic Moment */o P-Delta Honent in Excess of Her Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in vou ua ; I = - I = = * Fr £uu\,ij.uaa ' Seismic 0.555 in 45465.2 in-f 56828.0 in-f 2. 265 in 56828.0 in-f _ = Hind 0.522 in 41341.1 in-f 52827. 5 in-f 2. 175 in 52827. 5 in-f 84. 5 in] 26721. 2 in-f Rtio balanced Seismic 0.582 in2 0.856 in 1.007 in 1.00274.6in4 61.2 in4 0.0 in4 0.90142179 in-f 0.0285 Hind0.553in2 0.813 in 0.956 in 1.00274.6in4 59.3in4 0.0 in4 0.90 135750 in-f(continued on next page. V4.4B (c) 1983-95 ESBRCALC R2H BNGINBBRIHG, KR060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 6 PANEL 3A - 5' JAMB \ continued) D»»lgn Method: Exact 1994 UBC 1914.0 tor"3I u Added Point Seismic Load »155.99 ID* Axial OL- 1755 Its Axfsl LL-01ba BoofOL-17B91b* Roof LL-Olb* Roof Ecc "5 in Thick -6.50 in re • 4000 pal Fv * 60000 pal Saismic Zont - 4 Seismic Factor •0.500 Eff. Width -12 In V4.4B (c) 1983-95 ENBRCALC R2H BHGINBBRING, KH060291 R2H Engineering, Inc. PROJECT l^ JOB NO. DATE RV SHEET.OF- c ' AT *$ 4-7i^ R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE G PANELS P2 &£<:51 JAMB H/ 20' OPH6. ONB SIDB MALL DATA Kail HeightParapet Height ThicknessRebar SizeRebar SpacingHall: ZICp Parapet: ZICpKin. Allow Defl RatioFixity \ Used 8 BaseSeismic Zone MATERIAL DATA f'c 29.00ft 4.00ft 6.50 in 5 4.00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Uniform Dead Load = 2202.01Uniform Live Load = 0.0 ISee. = 5.00 in Concentric Dead Load = 3645.0 fConcentric Live Load = 0.0 f Concrete Height = 145.00 pcf LATERAL LOADS Point Lateral Load = 630.0 S ...Height from Base = 13.50 ft (this is a Seisnic Load) Uniform Lateral Load = 463.0 plf...distance to Botton = 23.50 ft...distance to Top = 33.00 ft(this is a Seisnic Load) Hind Load = 38.40psf PiMin Hin Kax Max 'd1 4000 psi 60000 psi 0.90 .0020 .0012 18.00 in 18.00 in 4.50 in 54psf SUMMARY Vert Steel *Horiz Steel * Vertical SpacingHorizontalDepth To SteelHall HeightEffective Strip Hidth = 12.00 inLive & Short Tern Loads CombinedSeismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. w/o P-DeltaBasic Mu w/o P-Delta *Moment in Excess of Her -• Max. Iterated DeflectionMax. Iterated Moment LOAD FACTORS DSHD ACI 9-1 & 9-2 DL = 1 ACI 9-1 & 9-2 LL = 1 ACI 9-1 & 9-2 ST = 1ST = 1 Factor = 0 Using: UBC Sec. 1914.0 method...Exact, Ron-Iterated Seisnic219307.8 in-*248033.M-n * Phi : Moment CapacityApplied: Mu @ Mid-Height Mu 3 Top of Hall Allow Axial StressActual Axial StressMax. As *: 0.6 * RhoBal 9.0171Maximum Service DeflectionHt/Service Defl Ratio Hind212609.07 in-f Overstress! 1419290 in-f * 16260 160160.0 psi 93.6 psi 0.0172 4.100 in 85 :1 Excess Defl As Too HighHt 97 0 93.6 .0172 2.229 156 ia-l psi psi in Space bars 9 base of parapet at Hind 1.801 in 0.839 in 148327.6 in-jf 65231.6 in-f 248Q33.7in-fl41929.9in-« 9.772 in 10.Oil in 248033.7in-*141929.9in-j! 9-1 & 9-2 Seisnic = ACI 9-2 Group ACI 9-3 Dead Load Fact ACI 9-3 Short Term UBC 2625(c)4 UBC 2625(c)4 '1.4' '0.9' FactorFactor ,40 ,70 ,70 ,10 ,75 .90 ,30 ,40 ,90 8.04 316.23 psi53.54 * (As*Py) ] / Py= /(.85«f'c*12) = 8 :57,OOOMf'c*.5|n : 29,000/Ec Fr: 5 * (f'c'.5) Ht / Thk Ratio As(eff) = ( Pu:tot 'a1 = (As*Fy + Pu) 'c'= 'a1 / .85Moment of Inertia Modification Factsr I-gross = I-cracked = I-effective (ACI) Phi : Capacity Reduction FactorMn = Asleff) * Py * ( d - a/2 ) = 18.0 in SERVICE 1 Basic Defl. w/o P-DeltaBasic Moment w/o P-DeltaMoment in Excess of HerMax. Iterated DeflectionMax. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Mcr = S 18.0 in UAL : 1 = s 1 = = t i vacuBV>i,ivui Seismic 1.287105948.3 122857.2 4.100 122857.2 Fr d inin-fin-* in in-f = S Hind 0.673 52172.3 69081.3 2.229 69081.3 84.5 26721.2 inin-f in-f in in-f in3in-f Rho balanced Seismic1.100 in21.618 in1.904 in 1.00 274.6 U487.3in4 0.0 in4 0.90 243675 in-f = 0.0285 Hind 1.058in2 1.556 in 1.830 in 1.00 274.6in4 85.2in4 0.0 in4 0.90 236232 in-f (continued on next page. V4.4B (c) 1983-95 BBBRCALC R2H EN6INEERIH6, IH060291 R2H ENGINEERING, INC.11545 WEST BERNAfebO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN UN G PANELS P2 &P5: 5' JAMB »/ 20' OPNG. OSB SIDE ....continued) Design netho* Exact 1994 use 1914.0 Axial DL Axial LL < •• 3644 Iba Olbs BosfDL-2201 Ibs RO*fLL«01b» RoorEcc-51n Added Point Seismic Load-629.99 Ib'ii Thick -6.50 in Using: -S»4.0(Hn f c - 4000 pai fit - 60000 pai Seismic Zone • 4 Seismic Factor -0.300 Eff. Width-12 In V4.4B (c) 1983-95 ENBRCALC R2B ENGINEERING, KV060291 R2H ENGINEERING, INC.11545 WEST BERNARDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHEG PANELS 51 JAMB H/ W OPHG. OBB SIDB HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Sail: ZICp Parapet: ZICpKin. Allow Defl Ratio Fixity \ Used a Base Seismic Zone MATERIAL DATA VERTICAL LOADS 29.00 ft Uniform Dead Load =4.00 ft Uniform Live Load = 6.50in Ecc. 5 Concentric Dead Load = Concentric Live Load = 4.50 in 0.300 0.300150.000 Concrete Weight Pi HinHin Max Max 'd1 4 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 18.00 in 4.50 in LATERAL LOADS 2202.01 Point Lateral Load = 0.0 f ...Height from Base 5.00 in (this is a Seismic Load)Uniform Lateral Load • 364S.O f ...distance to Botton : 0.0 f ...distance to Top =(this is a Seisnic Load) 145.00pcf Hind Load SUMMARY 504.0 13.50 371.0 23.50 33.00 ft Dlf ft ft 31.20 psf Vert Steel * Horiz Steel V Vertical Spacing Horizontal Depth To Steel Sail Height Effective Strip Hidth Live & Short Tern Loads Conbined Seismic Parapet Ht Used FACTORED LOAD STRESSES SeisnicBasic Defl. w/o P-Delta = Basic Mu w/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection Max. Iterated Moment =LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seisnic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Pact = 0.90 ACI 9-3 Short Term = 1.30 Factor 1.40 Factor 0.90 Using: UBC Sec. 1914.0 method...Exact, Hon-IteratedSeisnic M-n * Phi : Monent Capacity Applied: Mu @ Mid-Height Mu I Top of Ball Allov Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 6.0171 78.54psf Maximum Service Deflection 12.00 in Ht/Service Defl Ratio Space bars @ base of parapet at 202803. lia-f 225951,5 in-| Overstress63443.2 in-i 160.0 psi 93.6 psi 0.0153 3.824 in ,M 91 :1 Excess Defl S! i Hind 195754. 8 in-| 129305. 7 in-f 15379. 4 in-i 160.0 psi 93. 6 psi 0.0153 1.973 in 176 :1 Hind 1.566 in 0.698 in 128181.7 in-jf 54127.8 in-ft 225951.5in-n29305.7 in-f 9.582 in 9.818 in 225951.5ia-ll29305.7ia-* .04 316.23 psi 53.54 + (As'Fy) ] / Fy= /(.85*f'C*12J = DEC 2625(c)4DBC 2625(c}4 •1 •0, B :57,000*(fc .5) n : 29,000/Sc Fr: 5 * (f'c'.S) Ht / Thk Ratio As(eff) = [ Pu:tot 'a1 = (As*Fy t Pu)lc'= 'a1 / .85 Moment of Inertia Modification Factor I-gross =I-cracked = I-effective (ACI) Phi : Capacity Reduction Factor =Mn = As(eff) * Py * ( d - a/2 ) = 18.0 in SERVICE 1 Basic Defl. w/o P-Delta Basic Moment v/o P-Delta Homent in Excess of Her Max. Iterated Deflection Max. Iterated MomentANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in uov ui s I = = I = = * Fr ir IIDV. i Auno — — • Seisnic 1.119 in 91558.3in-jf 108467. 3 ia-f 3. 824 in108467. 3 in-| = = Kind 0.562 in 43463. 5 in-f 60372. 4 in-f 1.973 in 60372. 4 in-f 84.5U326721. 2 in-f Rho balanced Seismic 0.997in2 1.466 in 1.725 in 1.00 274.6 in4 82.3 in4 0.0 in4 0.90 225337 in-f = 0.0285Hind0.9S4in2 1.404 in1.651 in 1.00274.6in480.3in40.0 in4 0.90217505 in-f(continued oa next page. V4.4B (c| 1983-95 BSBRCALC R2H ERGIBEERIHG, IH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 6 PAS8LS P2 &P5: 5' JAMB I/ 20' OPKG. ONE SIDE I contiaued) De*ign mthod: Exact 1994 use 1914.0 r Added Point Seismic Lori-503.99 1b* Axial OL- 3544 Ibs 1 Axial LL-Olbs Roof OL- 2201 Ib*1 RoofLL-Olb* X Roof Ecc-Sin £ iE I & Ii *- S o* = toS * & 1 s i 5 E i 5 3 B a S 5 tm aa•i oa»N d Thick -6.50 in Using: -5»4.50 in fc * 4000 p9i FH B 60000 p»t Seismic Factor -0.300 Eff. Width - 12 In • V4.4B (c) 1983-95 BHBRCALC R2E ENGINEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE P PANEL P14 5'JAMB H/ 12' OPN6S. BOTH SIDES HALL DATA Hall HeightParapet Height = Thickness = Rebar Size * Rebar Spacing =Hall: 21Cp Parapet: ZICp = Min. Alloy Defl Ratio = Fixity V Used 3 Base = Seismic Zone = MATERIAL DATA f'c Vert Steel \Horiz Steel * Vertical Spacing Horizontal Depth To Steel 29. 3. 9. .50ft .50 ft .50 in58.00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Uniform Dead Load = Uniform Live Load * Ecc. Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 1720.0 * Point Lateral Load0.0 * ...Height from Base •• 5.00 in (this is a Seismic Load)Uniform Lateral Load •• 4712.OH ...distance to Bottom ••0.0 * ...distance to Top ••(this is a Seisaic Load)HS.OOpcf Hind Load PiMinMin Max Max 'd1 4000 psi 60000 psi 0.90 9.0020 1.0012 16.32 in ,00 in,75 in Using: IJBC Sec. SUMKARY 18, 6, 114.79psf Maximum Service Deflection 12.00 in Bt/Service Defl Ratio Space bars % base of parapet at H-n * Phi : Moaent CapacityApplied: Hu 3 Mid-Height Hu @ Top of Hall Allov Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 9.0171 Hall Height Effective Strip Hidth Live & Short Term Loads Combined Seismic Parapet Ht Used FACTORED LOAD STRESSESSeismic Basic Defl. w/o P-Delta = Basic Hu »/o P-Delta = Homent in Excess of Her = Max. Iterated Deflection -• Iterated Homent LOAD FACTORS USED 9-1 & 9-2 DL = 1.40 9-1 & 9-2 LL = 1.70 n : 29,000/Sc = 8.04 9-1 49-2 ST = 1.70 Fr: 5 * (f'c".5) = 316.23 psi .... Seismic = ST = 1.10 Ht / Thk Ratio = 37.26ACI 9-2 Group Factor = 0.75 As(eff) = [ Pu:tOt + (As*Fy) ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Term * 1.30 UBC 2625(c)4 '1.41 Factor 1.40 Factor 0.90 1914.0 method...Exact, Son-Iterated Seismic 224510.0 in-* 210499.6 in-* 24433.0 in-* 160.0 psi 74.8 psi0.0057 1.963 in 180 :1 Max. ACI ACI ACI Hind 0.580 in 0.301 in 148796.1 in-* 70832.3 in-* 210499.6in-ill9959.2in-* 5.202 in 5.487 in 210499.6in-*119959.2in-i! E :57,OOOMf'c\5) n : 29,OQO/EcFr: 5 * (f'c".5) Ht / Thk Ratio As(eff) = [ Pu:tot 16.3 in SERVICE LOAD DEFLECTION Seismic Basic Defl. w/o P-Delta = Basic Homent v/o P-Delta = Moment in Excess of Her = Max. Iterated Deflection = Max. Iterated Homent = AHALYSIS VALUES 3604997 psi S-gross Her = S * Fr 0.415 in 106282.9 in-* 126277.7 in-* 1.963 in 126277.7 in-* 608.0 13.50 86.0 23.50 33.00 41.00 ft ft psf Hind 208904 119959 12872 160 740.0057 0.821 431 in-*in-* in-* psi psi in :1 16.3 in Kind 0.240 56339.7 76437.2 0.82176437.2 in in-*in-*in in-* DEC 2625(c)4 '0.9' 'a1 = (As*Py + Pu) /(.85*fVl2) =pc'= 'a1 / .85 Moment of Inertia Modification Factor l-gross =I-crackedI-effective (ACI)Phi : Capacity Reduction Factor Mn = Asleff) * Fy * ( d - a/2 ) = Rho balanced Seismic 0.664in2 0.976 in 1.149 in 1.00 857.4in4 173.6in4 0.0 in4 0.90 249456 in-| 180.5in3 = 57079.1 in-* = 0.0285 Hind0.614in2 0.903 in 1.063 in 1.00 857.4in4 I64.6in40.0 in4 0.90 232116 in-*(continued on next page. V4.4B (C) 1983-95 ENERCALC R2H EflGINEERIHG, SH060291 R2H ENGINEERING, INC.11545 WEST BERNAkDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE P PANEL P14 5'JAMB I/ 12' OPN6S. BOTH SIDES ....continued) Design Method: Exact 1994 UBC 1914.0 inr "•32, I Ui Added Point Seismic Load- 607.99 Ib'i Axial DL-4711 Ibs Axial LL-Dibs Roof OL- 1719 ItsRoofU-Olln Roof Ecc -5 in Thick -9.50 In f c - 4000 pat Fy - 60000 p*t Satanic 2on»- 4 Ssismlc Factor -0.300 Eff. Width • 12 In V4.4B (c) 1983-95 ENERCALC R2H ENGINEERING, KI060291 BY R2H Engineering, Inc. SHR.IFP.T JOB MO DATE OF L /3 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE F.3 PANEL Pll 5' JAMB HALL DATA Hall HeightParapet Height =Thickness =Rebar Size 1Rebar Spacing Hall: ZICo Parapet: ZICpMin. Allow Defl Ratio = Fixity * Used 8 Base = Seismic Zone =MATERIAL DATA f'c Phi Min. Vert Steel * Min. Horiz Steel V Max. Vertical Spacing = Max. Horizontal = 'd1 : Depth To Steel - Hall HeightEffective Strip Hidth = VERTICAL LOADS 28.50 ft Uniform Dead Load = 2356.04.50 ft Uniform Live Load = 0.09.50 in Ecc. = 5.005 14.00 in Concentric Dead Load = 1115.0 0,300 Concentric Live Load = 0.0 0.300150.000 Concrete Height = 145.00 0.04 4000 psi Using: UBC Sec. 1914, 60000 psi 0.90 M-n * Phi : Moment Capacity 0.0020 Applied: Mu 8 Mid-Height 0.0012 Hu 8 Top of Hall 16.32 in Allow Axial Stress 18.00 in Actual Axial Stress6. 75 in Max. As *: 0.6 * RhoBal 9.0171 114.79psf Maximum Service Deflection12.00 in Ht/Service Defl Ratio LJTBB1I, MUD*! 1 Point Lateral Load = 1 ...Height from Base = in (this is a Seismic Load)Uniform Lateral Load = f ...distance to Botton = f ...distance to Top = (this is a Seismic Load) pcf Hind Load = ITMMAB? Seismic 138423. 7 in-f 134381.7 in-f 29664.1 in-f 160.0 psi 49. 3 psi 0.0033 1.378 in 248 :1 300. Of 13.50ft 43.0plf 23.50ft 33.00ft 31.20psf Hind 127458. 3 in-l 79986. 5 in-l 17202. 3 in-l 160.0 psi 49.3 psi 0.0033 0.169 in 2028 :1Live & Short Tern Loads CombinedSeismic Parapet Ht Used FACTORED LOAD STRESSES Seismic Basic Defl. w/o P-DeltaBasic Mu w/o P-DeltaMoment in Excess of HerMax. Iterated DeflectionMax. Iterated Moment LOAD FACTORS USED ACI 9-1 ft 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = Space bars @ base of parapet at Hind0.373 in 0.209 in 99955,6 in-l 52308.0 in-l 134381.7 in-f 79986.5 in-i 4.380 in 4.695 in 134381.7 in-f 79986.5 in-f ACI 9-3 Short DEC 2625(c)4 TJBC 2625(c)4 Tern 1.41 0.9' Factor Factor 40 70 70 10 .75 90 .30 .40 .90 57,OQQMf'c'.5) 29,000/Ec 5 * (f'c*.5}/ Thk Ratio E : n : Fr: Ht As(eff) = 16.3 in SERVICE Basic Defl. w/o P-Delta Basic Moment w/o P-DeltaMoment in Excess of HerMax. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Her = S 16.3 in 'a1 = (As*Fy t Pu) •c'= 'a1 / .85 8.04 316.23 psi 36.00 Pu:tot + (As*Fy) 1 / Fy= /(.85*f'c*12) = u/vw ua s L = = I = 5 * Pr sua\,ii\/ua — — •"••'Seismic 0.266 in 71396. 9 in-| 84197. 6 in-f1.378 in84197. 6 in-f = = Hind0.169 in 42106. 8 in-f 54907. 5 in-f 0.169 in 54907. 5 in-8 180.5in3 57079.1 in-| Moment of Inertia Modification Facter I-gross = I-cracked = I-effective (ACI)Phi : Capacity Reduction Factor = Hn = Asleff) * Fy * ( d - a/2 ) = Rho balanced Seismic 0.397in2 0.584 in0.687 in 1.00 857.4in4 118.7in4 0,0 in40.90 153804 in-l ; 0.0285Hind 0.364 in2 0,535 in 0.630 in 1.00 857.4in4 110.7in4 0.0 in4 0.90 141620 in-l (continued on next page. V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAWDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/20/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE P. 3 PANEL Pll 5* JAMB { continued) Axial DL- 1114 Ibs | Axial LL-01b« Design Method: ExtCt 1994 UBC 1914.0 . Roof DL - 2355 Ibs a KI - Roof LL-0 IbS » X Roof tec -Sin a • , ^ || | "5 m 4 — 51 , 5s ^•as a 3^! K) Hi)r o - Added Point Seismic s Lo«d- 299.99 1W • ii i 03 • S ii is E i a £ isi i s El E 5 i E = *. « 2 -• £ * | iE i 1S S 1 E iE••s E i E E BS E S E i o tr Thick -9.50 in Using: *S*!4.001n fc - 4000 psi FV - 60000 psi Seismic Zone -4 Seismic Factor -0.300 Eff. Width -12 in oM 00 (M A V4.4B (c) 1983-95 SNBRCALC R2H 8N6IKEERIN6, KK060291 R2H ENGINEERING .INC.11545 WEST BERNAfeDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE P. 3- PANEL P12 5'JAMB m DATAisnmHall HeightParapet Height ThicknessRebar SizeRebar SpacingHall: ZICoParapet: ZICp Min. Allow Defl Pixity * Used i Seismic Zone RatioBase z = f s s s = ; 28.50 4.50 6.50 5 4.00 0.300 0.300 150.000 0.0 4 ft ft in VERTICAL LOADS• UltA4WlUJ JJv*U*V Uniform Dead Load = 1368.0 Uniform Live Load Ecc. 0.0 5.00 f fin unDir. mineftU**4iftUUl UVU-VUPoint Lateral Load =...Height (this is fron Base =a Seismic Load)Uniform Lateral Load =in Concentric Dead LoadConcentric Live Load Concrete Height 2643.0 0.0 145.00 M1TKBTAT, DATlriAIDAlAil UA1J1 f'c Py Phi Min. Vert Steel \ = = : Min. Horiz Steel * Max. Vertical Spacinq = Max. Horizontal 'd1 : Depth To Hall Height Effective Strip Steel Hidth = s = = 4000 60000 0.90 0.0020 0.0012 18.00 18.00 4.6978.54 12.00 psi psi in in in psfin Using:UBC Sec. 1914 f ...distance to Bottom f ...distance to Top = pcf (this is Hind Load a Seismic Load)= 457.0 13.50 36.0 23.50 33.00 29.40 f ft plf ft ft psf tmnntDY .0 method... Exact M-n * Phi : Moment Capacity = Applied: Mu 9 Hid-Hei< Mu % Top of J Allow Axial Stress Actual Axial Stress ght Wall r r ; = Max. As *: 0.6 * RhoBal 9.0171 Maximum Service Deflection = Ht/Service Defl Ratio = Seismic 223495.6 165730.4 19707.6 160.0 70.3 0.0165 2.362 145 Hnn-Ifpratpd in-f in-f in-fpsi psi in :1 Excess Defl h Hind218041.1 99227.2 11736.4 160.0 70.3 0.0165 1.257 k 272 in-f in-f in-f psipsi in :1Live s Short Tern Loads CombinedSeismic Parapet Ht Used Space bars 9 base of parapet atFACTORED LOAD STRESSES Seismic Hind 1.081 in 0.581 in 97385.7 in-f 46984.5 in-jf 165730.4 in-f 99227.2 in-f Basic Defl. w/o P-DeltaBasic Hu w/o P-DeltaMoment in Excess of HerMax. Iterated DeflectionMax. Iterated Moment LOAD FACTORS USED ACI 9-1 4 9-2 DL ACI 9-1 4 9-2 LL ACI 9-1 & 9-2 ST .... Seismic = ST ACI 9-2 Group Factor = ACI 9-3 Dead Load Pact = ACI 9-3 Short Term 8.917 in 9.073 in 165730.4 in-f 99227.2 in-f ,40 ,70 ,70 ,10 8.04 316.23 psi52.62 + (As*Py) ] / Fy=/(.85*f'c*12J = UBC 2625(c)4 UBC 2625(c)4 Factor Factor E :57,OOOMf'CA.5) n : 29,000/Ec Fr: 5 * (f'C\5) Ht / Thk Ratio 0.75 As(eff) = I Pu:tot 0.90 'a1 = (As*Py + Pu) 1.30 'c'= 'a1 / .85 1.40 Moment of Inertia Modification Pactsr 0.90 I-gross =I-cracked =I-effective (ACI) Phi : Capacity Reduction Factor = Mn = Asteff) * Fy * { d - a/2 ) = 18.0 in SERVICE 1 Basic Defl. w/o P-DeltaBasic Moment w/o P-DeltaMoment in Excess of Her Max. Iterated Deflection Max. Iterated Moment ANALYSIS VALUES 3604997 psi S-gross Mcr = S 18.0 in wnu uu ; 1 = = I = = * Fr t uav. i ivaa ' • • IM •Seismic 0.772 in 69561. 2 in-f 82043. 9 in-f 2. 362 in 82043. 9 in-f = = Hind 0.465 in 37462. 2 in-f 49956. 9 in-f 1.257 in 49956. 9 in-| 84.5in326721. 2 in-fRho balanced Seismic1.058 in21.556 in1.830 in1.00 274.6 in4 94,lin4 0.0 in4 0.90 248328 in-f = 0.0285 Hind1.026in2 1.509 in 1.775 in 1.00274.6in492.5in4 0.0 in4 0.90 242268 in-f(continued on next page. V4.4B (C) 1983-95 EHERCALC R2H ENGINEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAfcDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIDS F.3- PANEL P12 5'JAHB continued} D«»1gn M*thod: Exact 1994 UBC 1914.0 Axial OL- 2642 Ibs Axial LL-01bs Roof DL-13671b* I RoofLL-Olb* XRoof Ecc»51n Added Point Seismic Uad-4S6.99)b'ii Thick -6.50 In Using:* 5*400 In re « 4000 pat FV - 60000 ps1 Seismic Zon« - 4 Seismic Factor -0.300 Eff. Width -12 in V4.4B (c) 1983-95 BNERCALC R2H ENGINEERING, XD060291 R2H Engineering, Inc. PROJECT BY, JOB NO. DATE_ SHEET < OF 7/ L R2H ENGINEERING, INC.11545 WEST BERNARDO COURT, SUITE 300SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE F PANEL P15 5'JAMB H/ 20' OPNGS. ONE SIDE WALL DATA Hall Height Parapet Height = Thickness = Rebar Size t Rebar Spacing = Hall: ZICp Parapet: ZICp Hin. Allov Defl Ratio = Fixity * Dsed 8 Base = Seismic Zone = MATERIAL DATA f'c ,50ft ,00ft ,50 in 5,00 in 0.300 0.300 150.0000.0 4 VERTICAL LOADS Uniform Dead Load = Oniform Live Load = Bcc. Concentric Dead Load = Concentric Live Load - Concrete Weight LATERAL LOADS 468.0 f Point Lateral Load 0.0 f ...Height from Base 5.00 in {this is a Seisnic Load) Uniform Lateral Load •• 3675.0 i ...distance to Bottom 0.0 I ...distance to Top (this is a Seismic Load) 145.00pcf Hind Load 639.0 13.50 49.0 23.50 27.50 ft (1C ft ft 36.00psf P Hin HinMax Hax 'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in ,60 in .54psf 18, 4, 78, Vert Steel * Horn steel t Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth = 12.00 in Live & Short Tern Loads Combined Seismic Parapet Ht Dsed FACTORED LOAD STRESSES SeismicBasic Defl. w/o P-Delta = Basic Mu w/o P-Delta = Moment in Excess of Her = Hax. Iterated Deflection = Hax. Iterated Moment LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seismic = ST * 1.10ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Term = 1.30 Factor 1.40 Factor 0.90 Using: UBC Sec. H-n * Phi : Moment Capacity Applied: Hu 8 Mid-Height Hu 8 Top of Hall Allow Axial Stress Actual Axial Stress Max. As V: 0.6 * RhoBal 9.0171 Maximum Service Deflection Ht/Service Defl Ratio Space bars 8 base of parapet at 1914.0 method... ExactSeismic217654.5154517.05714.1 160.0 68.00.0168 1.997 153 in-| in-l in-l psi psi in :1 Hind212522. 4 in-l86800.1 in-l3558.6in-| 160,0 psi 68.0 psi0.01680.937 in 327 :1 Hind 0.866 in 0.449 in 100403.2 in-l 45447.4 in-l 154517.Oin-t 86800.1 in-t 7.303 in 7.429 in 154517.0 in-l 86800.1 in-l B :57,OOOMf'c".5} n : Fr: Ht 29,000/Ec 5 * (f'c*.5) / Thk Ratio 18.0 in SERVICE 1 Basic Defl. v/o P-Delta Basic Homent w/o P-Delta Moment in Excess of Her Hax. Iterated Deflection Hax. Iterated Honent ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in As(eff) DEC 2625(c)4UBC 2625lc)4 '1, 8.04 316.23 psi Rho balanced 47.08 Seismic Pu:tot t (As'FyJ ] / Fy= 1.054 in2 •a1 = (As*Py + Pu} /(.85*f'c*12) = 1.550 in 'c'= 'a' / .85 = 1.823 in Homent of Inertia Hodification Facts: 1.00 I-gross = 274.6 in4 I-cracked = 89.6 in4I-effective (ACIJ = 0.0 in4 Phi- : Capacity Reduction Factor = 0.90 Mn = Asleff) * Fy * ( d - a/2 ) = 241838 in-| UlUf LIB : I = = I = = * Fr ciiBWAvna " " • Seismic0.620 in71716. 5 in-l 82514. 3 in-l 1.997 in 82514. 3 in-| == Hind0.354 in35851. 5 in-| 46666. 5 in-l 0.937 in 46666. 5 in-l 84.5in326721.2 in-l = 0.0285 Hind 1.023in2 1.504 in 1.770 in 1.00 274.6in4 88.1 in4 0.0 in4 0.90 236136 in-| (continued on next page. V4.4B (c) 1983-95 BHBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING, INC. 11545 WEST BERNAkDO COURT, SUITE 300 SAN DIEGO, CA 92127 Date: 12/21/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE F PANEL PIS 5'JAMB I/ 20' OPNGS. OHS SIDE ! continued] Dt*1gn Method: Ex«11994 UBC 1914.0 Added Point Seismic Load-638.99 Ibaj Axi«lDL-36741bs Axi«lLL-Olbs Roof DL-467 1b* RttfU-Otk* Roof Etc « Sin Thtek-6.SOin Ustnq:*5#4.00in fc - 4000 pal Fv - 60000 p«1 Seiamic Zona • 4 Setsmic Factor -0.300 Eff. Width-12 in V4.4B (c) 1983-95 BH8RCALC R2H 8NGIHBERING, KK060291 CARLSBAD AIRPORT CENTER LOT 33/34 SUBJECT:SHEET NO: BASIS OF DESIGN AND SPECIFICATIONS 1 ROOF FRAMING 3 ROOF COLUMNS AND COLUMN FOOTINGS 8 LATERAL, ROOF DIAPHRAGM, CHORDS, LEDGERS 10 WALL TIES AND SUB DIAPHRAGMS 17 LINTELS AND MISC CONNECTIONS 30 TILT WALLS OUT-OF-PLANE 36 TILT WALLS AS SHEAR WALLS 70 LINTELS AND MISC WALLS 92 MEZZANINE LATERAL 96 MEZZANINE FRAMING 100 MEZZANINE SHEAR WALLS .134 BRACED FRAMES 136 WALL FOOTINGS 163 2 7 9 16 29 35 69 91 95 99 133 135 162 178 STRUCTURAL CALCULATIONS RjH ENGINEERING, INC. Consulting Structural Engineers 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127 (619) 673-8416 (619) 673-8418 FAX Job No. C95-111 By:CR Checked By: Date: 11-17-95 INC. BASIS OF DESIGN Project Name. Project N Project Engineer Date Scope of Services Establish* Authorizing Jurisdiction Cf \ ' ^1 & ' flAfZL^^ftiAi^? Structure Data: Description: *T~IUJT «— T* •Occupancy: . ,„ . _Tvpe of Construction: , „ Exterior Wall Material: . , Site Plan: Grading Plan: Special Conditions: ,___ ..„,„ *Seismic Zone: 4^ •Importance Factor: \ T O •Wind Exposure: l8> , „.,.. Structure Plan Area: | t^j ^ Total Floor Area:(Bldg. Only):, Overall Bldg/Structun Heights: M.TT.mn./Ofr Area: !>!•< Elevator /©N Stairs /f)N I-24-, £00 ty "^"^^-r 200 fc Tvae: Ufl01» Soil Report By: ,, ..„.__.,_ Content: (Check itcmi included in report) Foundation Type: , . .„ Expannve Soils: Adjacent Lnada/Slopea: Settlemant: Liquefaction: Cut/Fill Line Within Structure: Special Conditions: , ,„ Report No. Date: Tut Boring Plot Plan: *Soil Claanfication: , , Water Table Elevation: Active Pnssura: , Pauive PrMaura: Building or Tank Wall Pressure: . , ..... *Desi(pi Bearing Capacitr: ' Roofing Material: ^/^/P ^•HT* *Roof Loads: 20 psf (subject to reduction— tee design memo) Mechanical Equipment: ^, Location: (^l/lsT? "TUJO ^yepfcj* Suooort: ^^1 OT-Wtfle* Special Conditions: Floor Construction: -^^iTL "^vf*- \J^/ l4&&& •JpfV'*' Floor Loads: (Provide load mapping as required) , , , , . •2--^Tp«3F t?T_ \Q0 f"**' LJ- Concentrated Loads: lU^/^r, Special Conditions: •Shops- Drawings: (Check those mat apply) '"Prefab roof truss or Moist Olulanunated Timber .^Structural Steel _j£fop. Metal (Where parts an shop welded) _^Fue Sprinkler System _£35forafxont Systera/Skylitei Anchor Bolt Layout _l_Reinfbrcing Steel _^Concrete Mix _. Omer *Specjal Inspection*: (Check those that apply) ^Concrete Placement and Strength Jfc^Bplts in Concrete/Masonry •^toinforcing Steel PJacement ^j^weUUng: Field Shoo _fc^T.S. Bolts Masonry. Prisms Required Y N . .Pilinf/Caissons _w.Shptcrete _^Prilled in Anchors A>/^*i^O *+/ te-w-t •&oow on contract drawings iwvn R2H Engineering, Inc.JOB NO. PROJECT DATE SUBJECT.^.SHEET OF- MATERIALS, GRADES AND STRENGTH Following is used in all cases unless specifically noted otherwise on the plans. ROUGH FRAME: Studs, plates and blocking DFL Standard or Better Joists. Rafters and Headers ................................... No. 2 Beams. Stringers and Posts (4" & larger in width) ..................... No. 1 Glu T-am Beams: Submit AITC Certificate of Compliance ................ 24F-V4 Simple Span 24F-V8 Cantilevered Span Use common wire nails for all designed conditions and UBC Table 25-Q (Nailing Schedule) in other cases. All framing anchors are by Simpson Strong Tie. (Equivalency approval, if requested, based on ICBO Research Reports) Vertical (shear wall) and horizontal wood diaphragm sheathing: APA Rated CDX Structural I CONCRETE BLOCK MASONRY: Hollow Core Mortar Types Grout Types Design Strength CONCRETE: Foundation Slab on Grade Tilt-up Walls Drilled Piers Supported Slabs i Beams & Columns/ Concrete on Deck Water Structure REINFORCING STEEL: ASTM A615 ASTM C90 Grade N-l, f m- 1800 fc-2000 f m- 1500 Strength fosil 2000 3000 3000 2500 4000 3000 4000 Gr 40 No 5 and smaller Gr 60 No 6 and larger Medium Weight UBC Std 24-20, 2403 (c) UBC 2403 (d) (solid grout) UBC 2405 (c) Max Aggregate Size 1V4"r V4" H" Slump 4" 3" 4" 4" 4' 4" 4" (Use Gr 60 for all tilt-up panel steel except base dowels) ASTM A706 Gr 60 AJi welded rebar Welding of rebar to conform to A.W.S. #D 1,4-79, submit certificate of carbon equivalent and weld procedure prior to any welding of rebar. Special inspection required for all field welding, Submit certificate of compliance for all shop welding or provide special.inspection. STEEL: Unfinished .Bolts High Strength "Bolts Pipe Column -. Structural .Tube Shapes, Plates & Bars COLD FORMED STEEL: Studs and joists Tracks and Runners Galvanize per ASTMA307 ASTMA325 . ASTM A53, Type E or S, Grade B Fy-35ksi ASTM A500, Grade B Fy-461csi ASTM A36 Fy-36ksi ASTM A446 Grade A FY - 40 KSI ASTM A446 Grade A FY - 33 KSI ASTMA525 R2H Engineering, Inc. L^T JOB ^ DATE SUBJECT SHEET—-2 _ OF. f^lSfcg- <^"Ug-=?-gS R2H Engineering, Inc. PROJECT JOB NO. DATE 1Y t OF. I " t V* m Pf L . ** | e Mrac*'KM R2H Engineering, Inc. JOB m_ DATE £^8Y C£<_ QiiftigrT KG***- f^jie.^M"? . SHEET-^2 OF- :-> -40 Lu- R2H Engineering, Inc. PROJECT DATE BY SHEET__L£ _ OF- ^ rrz * K ~ _ , .. _„ ..„_ ^.^ ^ _ , , , -^^ ^v | ^v ^^ R2H Engineering, Inc. PROJECT JOB NO. DATE — SHEET 1 OF 1.4. = | .-7 s 1 ^4 ll «*-M %^ 'x 5fiS. PLATE 3-3/4- 0 X 'N&SCM "NELSOI STUS' SiAU. 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PROJECT DATE SUBJECT T1UT SHEET OF- R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PAHELS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIVE A 6.67' JAMB R/ 30' OPN'G BA SIDE HALL DATA Rail HeightParapet Height Thickness Rebar SizeRebar Spacing Vail: ZICpParapet: ZICpDin. Allow Defl RatioFixity t Used % BaseSeisnc Zone MATERIAL DATA f'c 27. 6. 7. .00ft .00ft ,50 in 5 ,50 in 0.300 0.300 150.000 0.04 4, VERTICAL LOADS Onifon Dead Load = 1858.01Onifora Live Load = 0.0 I Bcc. = 5.00 in Concentric Dead Load = 8433.0 fConcentric Live Load = 0.0 I Concrete Height = I45.00pcf LATERAL LOADS Point Lateral Load : ...Height froi Base : (this is a Seisiic Load) Unifori Lateral Load ••...distance to Bottoi...distance to Top • (this is a Seisaic Load) Rind Load •• 0.0 0.00 126.5 14.00 33.00 66.00 f ft ft psf PKin Kin Max Max 'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in in .25 in ,62psf SUMMARY 18, 5, 90, Vert Steel * Horiz Steel t Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth = 12.00 in Live & Short Ten Loads ConbinedSeisaic Parapet Ht Used FACTORED LOAD STRESSES SeisiicBasic Defl. v/o P-Delta = Basic Hu «/o P-Delta = Noient in Excess of Her = Max. Iterated DeflectionMax. Iterated Moaent = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST * 1.70.... Seisnic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Ten = 1.30UBC 2625(c)4 '1.4' Factor 1.40 DBC 2625(c)4 '0.9' Factw 0.90 Using: DBC Sec. 1914.0 lethod...Exact, Ion-Iterated Seisaic265377.3 in-I 238485.1U-I 59481. lin-f = 160.0 psi 134.0 psi 0.01312.177 in M-Q * Phi : Moaent Capacity Applied: Ha 8 Mid-Height Ma e Top of Wall Allov Axial Stress Actual Axial StressMax. As t; 0.6 * RhoBal 0.0171 Maxiaua Service Deflection Ht/Service Defl Ratio 149 :1 Excess Defl Hind 251428.8 180043.5 27930.9 160.0 134.0 0.0131 1.931 168 in-f in-| PSIpsi in Space bars § base of parapet at Hind0.811 in 0.625 in 122458.4 ia-S 87828.2 in-f 238485.Iin-fl80043,5 in-f 7.032 in 7.285 in 238485.1 in-1180043.5 in-f 8.04316.23 psi 43.20 1 / Fy= /(.85*f1c*l2) = E :57(000*{fCA.5) n : 29,000/Bc Fr: 5 * (f'c*.5) Ht / Thk Ratio As(eff) = E Pu:tot 'a1 = {As*Fy + Pu) 'c'= 'a1 / .85Hoaent of Inertia Modification Factor I-gross = I-cracked = I-effective (ACI)Jhi : Capacity Reduction Factor Hn = As(eff) * Fy * ( d - a/2 ) = 18.0 in SERVICE LOAD DBFLECTIOKS Seisiic Basic Defl. v/o P-Delta ' = Basic Moaent v/o P-Delta = Moaent in Excess of Her = Max. Iterated Deflection = Max. Iterated Moaent = AKAL7SIS VALUES 3604997 psi S-gross Her = S * Fr 18.0 in 0.579 in 87470.3 in-i 112772.lin-i 2.177 in 112772.1 in-* Hind 0.497 69688.0 95733.6 1.931 95733.6 in in-* in-f in in-f Rho balanced Seisnic 1.108in2 1.629 in 1.917 in 1.00 421.9in4 127.2 in4 0.0 in4 0.90 294864 in-f 112.5in3 = 35575.6 in-f = 0.0285Hind 1.038in2 1.526 in 1.795 in1.00 421.9in4 122.8in4 0.0 in40.90 279365 in-f (continued on next page. V4.4B (c) 1983-95 EXERCALC R2H 8NGIHEERIH6, KH060291 R2H ENGINEERING, INC. Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego, California 92127 LOT 33/34 TILT PAULS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHS A 6.67' JAMB I/ 30' OPN'G EA SIDE ( continued) Axial DL- 8432 Ibs 1 AxtaUL-Olba Oa*i an n«th(rt: Cxact 1994 use 1914.0 . R»"f W. - 1857 ib*Ro*m-oibalHoofEee-51»o. *•a"~ 0 N7•5 3 20! ^— • ce | "5« j- « ^ •n ii B i••i 5 i E i| • B 5 * •: w 3 S ^N« IIu i ii••i• Ei = B B B E i E Ei E B B 5B H B ^fi* T- jg i 3 = | a B 3 B BB B E •i B 3X B E3 B B i • ~rop «, cc Thick -7.50 tn u*iM-*S«-4.5Q tn"" fc - 4000 f»\ FV * 60000 pat SaiamfcZona-4 Selsmle Factor -0.300 Eff.Wtdth-IZtn 01 t ' V4.4B (c) 1983-95 BHBRCALC R2B EVGIKEERIHG, KH060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34TILT PAUELS Date: 10/19/95 Page: 1/5 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIIB A 4' JAMBR/ 30' HAH DOOR OTHER SIDE OPR'G ORE SIDE & 1ALL DATA Sail Height Parapet HeightThickness Rebar Sizelebar Spacing Rail: ZICD Parapet: ZICp His. Allow Defl Ratio Fixity t Used 9 Base Seinic Zone MATERIAL DATA f'C 0 0 150 .50ft .50ft .50 in 5 .00 in 300 300 000 0.0 4 VERTICAL LOADS Unifon Dead Load = 1746.0 i Onifon Live Load = 0.0 iSec. = 5.00 in Concentric Dead Load = 7031.0 I Concentric Live Load = 0.0 I Concrete Reight = 145.00pcf LATERAL LOADS Point Lateral Load ...Height froi Base •• (this is a Seisiic Load) Unifon Lateral Load ...distance to Bottoi ...distance to Top(this is a Seisiic Load)Hind Load •• 81.8 10.50 117.2 14.00 33.00 62.00 ift ft psf Pni Min Nin Max Max 4000 psi60000 psi 0.900.00200.0012 18.00 in in .25 in .62 psf "" in SUMMARY 18, 5, 90, 12.1 Vert Steel IHoriz Steel *Vertical Spacing Horizontal 'd1 : Depth To SteelHall ReightEffective Strip Hidth Live & Short Ten Loads Coibined Seisiic Parapet Ht Used FACTORED LOAD STRESSES SeisiicBasic Defl. w/o P-Delta = 0.707 inBasic Mu v/o P-DeltaMoient in Excess of HerMax. Iterated DeflectionMax. Iterated MoientLOAD FACTORS USED 9-1 & 9-2 DL Using: UBC Sec. 1914.0 iethod...Exact, Hon-IteratedSeisiic 215853.5 in-f 3 in-i lin-l Hind M-n * Phi : Noient CapacityApplied: Mu 8 Mid-HeightNu 9 Top of RailAllow Axial Stress Actual Axial Stress Max. As t: 0.6 * RhoBal 6.0171 Maxiiim Service Deflection Ht/Service Defl Ratio 200996,63465,160.Ops: 117.4 psi 0.0098 2.076 in 153 :1 20246915040029205 160 117 0.0098 1.818 175 in-i in-i in-i psi psi in Space bars 8 base of parapet at Rind0.531 in109799.4 in-| 77917.lin-l 200996.3 in-1150400.0 in-f6.282 in 6.540 in200996.3 in-1150400.0 in-f ACI ACI ACI 9-1 & 9-2 LL9-1 S 9-2 ST .... Seisiic = ST ACI 9-2 Group Factor ACI 9-3 Dead Load Fact ACI 9-3 Short Ten UBC 2625(C)4 UBC 2$25(C}4 Factor Factor ,40 ,70 ,70 ,10 ,75 ,90 ,30 ,40 ,90 E n Fr .5) 8.04 316123 psi 42.40 # (As'Fy) ] / Fy=/{.85*fc*12) = 57,000* (fc29,000/Ec 5 * (f'c'.S)Ht / TnJt Ratio As(eff) = [ Puitot'a1 = (As*Py + Pu) 'c'= 'a1 / .85Moient of Inertia Modification FacterI-gross =I-cracked =I-effective (ACI)Phi : Capacity Reduction Factor =Mn = As(eff) * Fy * ( d - a/2 J = 18.0 in SERVICE LOA1 Basic Defl. v/o P-Delta =Basic Moient v/o P-Delta' =Moient in Excess of Her =Max. Iterated Deflection =Max. Iterated MoientAHALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in vnu ui 3 t's = I = = * Fr BcuaiiAuaa -^— — — Seisiic0.505 in 78428. lin-| 100256.3 in-i2. 076 in 100256.3 in-i s= Hind0.423 in61851.0 in-i84217. 4 in-i1.818 in84217. 4 in-i H2.5in335575. 6 in-i Rho balanced Seisiic 0.867in21.274 in 1.499 in 1.00421.9in4111.5in4 0.0 in4 0.90239837 in-i = 0.0285Hind 0.805 in21.184 in 1.393 in 1.00421.9in4107.1in4 0.0 in4 0.90224966 in-i(continued on next page. V4.4B (C) 1983-95 EHERCALC R2H ER6IREBRIR6, KR060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PAXELS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE A 4' JAMB I/ 30' OPH'G ONE SIDE & MAX DOOR OTHER SIDE ( continued) Ax1*1 DL - 7030 IBS |Axi*UL-01ba DMlflit n*thOd: Exact 1994 • S • 1 — >1 Addad Point Solan | Uad-at.791b*g o _inb L . UBC19 ^ in "m a N _ ic 4. iSS § E a a i i a a 0 w "Z 0 CM "5 S Saiamlc - 27^^ 1B E i5 9EB B SB 3ii a B• EB B5 B i BB ^ O OS M e | E E i| =S E= S £ i i i \Ro«rbl-I7451ba >Ro*fLL-01b*Roaf Ecc - 5 in oin * oU1 (M t Thick -7.50 in Ustnfl:*5*6.001n F« > 60000 p*1 Salamic Zon»-4 Seismic Factor -O.SCO Eff. Wldtti-12in ' G V4.4B (c) 1983-95 EHSSCALC R2H BKGI8K8RIHG, EH060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PANELS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIRE A 8' JAMB H/ 30' OPB'G OHE SIDE & RAH DOOR OTHER SIDE RAIL DATA Hall Height Parapet Height Thickness Rebar SizeRebar Spacing lall: ZICoParapet: ZlCpRia. Allow Defl RatioFixity t Used 9 BaseSeisiic Zone RATSRIAL DATA f'c 26, 6, 7, ,50ft ,50ft .50 in 5 12.00 in 0.300 0.300150.000 0.0 4 VERTICAL LOADSDnifon Dead Load = 1042.OS Onifori Live Load = 0.0 f Ecc. = 5.00 in Concentric Dead Load = 3515.5 t Concentric Live Load = 0,0 I Concrete Height - 145.00 pcf LATERAL LOADSPoint Lateral Load •• ...Height froi Base •• (this is a Seisiic Load) Unifori Lateral Load •• ...distance to Bottoi ...distance to Top ••(this is a Seisiic Load)Hind Load •• 40.9110.50ft 58.6 pif 14.00ft 33.00ft 37.00psf PMia Rin Rax Rax'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in ,25 in ,62psf "in 18. 5, 90, 12.1 Vert Steel * Horiz Steel * Vertical Spacing Horizontal Depth To Steel Hall HeightEffective Strip Width Live & Short Ten Loads Combined Seisiic Parapet Ht Used FACTORED LOAD STRESSES Seisiic Basic Defl. v/o P-DeltaBasic Hu v/o P-Delta Hoient in Excess of HerRax. Iterated DeflectionRax. Iterated HoientLOAD FACTORS USED ACI 9-1 fc 9-2 DL ACI 9-1 fc 9-2 LL ACI 9-1 fc 9-2 ST .... Seisiic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Pact = ACI 9-3 Short Ten Using: UBC Sec. H-n * Phi : Hoient Capacity Applied: Hu 9 Mid-Height Hu * Top of Hall Allov Axial Stress Actual Axial Stress Rax. As t: 0.6 * RhoBal 9.0171 Maximo Service DeflectionHt/Service Defl Ratio SUMMARY Space bars 9 base of parapet at 1914.0 lethod...Exact, Hon-Iterated Seisiic Hind 121540.Oin-i 112335.6 h-i 118429.9 in-i 83595.8 in-f 37740,0 in-* 17429.4 in-f 160.0 psi 160.0 psi = 70.5 psi 70.5 psi 0.0049 0.0049 1.697 in 1.127 in 187 ;1 282 :1 18.0 in Hind 0.477 in 0.317 in 72416.2 in-i 46499.0 in-f 118429.9 in-f 83595.8 in-i 5,247 in 5.574 in 118429.9 in-i 83595.8 in-i UBC 2625(c)4 UBC 2625(C)4 '1.4' •fl.91 FactorFactor 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 E ;57(OOQ*(f'c*.5) n : 29,000/BcFr: 5 * {f'c*.5}Ht / Tbk RatioAs(eff) -- 1 Pu:tot * (As*Py) 18.0 in SERVICE LOAD DHFLSCTIQIS Seisiic Basic Defl. v/o P-Delta = Basic Roient v/o P-Delta = Hoient in Eicess of Her =Rax. Iterated Deflection = Rax. Iterated Roient AHALYSIS VALUES 3604997 psi S-gross Her -. S * Fr 0.341 in 51725.9 in-i 64988.4 in-i 1.697 in 64988.4 in-i Hind 0.252 in 36911.1 in-i 50346.5 is-i 1.127 in 50346.5 in-i 8.04316.23 psi Rho balanced42.40 Seisaic . ,. ] / Fy= 0.458in2'a' = (As*Fy + Pu| /|.85*iV») = 0.674 in'c1- 'a1 / .85 = 0.793 inHoient of Inertia Modification Factor 1.00I-gross = 421,9 in4 I-cracked = 75.2 in4I-effective (ACI) = 0.0 in4Phi : Capacity Reduction Factor = 0.90Hn * As(efC) * Fy * ( d - a/2 ) = 135044 in-i 112.5 in3* 35575.6 in-i; 0.0285 Hind 0.421 in2 0.619 in 0.729 in 1.00 421.9in4 70.8 in4 0.0 in4 0.90 124817 in-i (continued on next page. V4.4B {C} 1983-95 BHERCALC R2H EIGIHBERIHG, IH060291 R2H ENGINEERING, INC. Consulting Structural Engineers 11545 West Bernardo Court Ste 300 San Diego, California 92127 LOT 33/34 TILT PANELS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHB A 8' JAHB »/ 30' OPN'G ORE SIDE & HAN DOOR OTHER SIDE ( continued) Axfa1DL-35151b* jAxiaUl-Olba DialW) Method: Ex«t 1994 UBC 1914.0 Roof DL - 1041 loa RoofLL-Olb* X flo*f Eee-SlR 1QVIa -— —"Zo»in 8 •o 5 § | — •— • r Addad Point Satan Lo«d-4Q.B91b*g 03 m 5 •; i— iB EB Bg i•E i £ i •i *. *5 £g QtoT Ni wafl *c " ™ — 5 B§i • Bi i BE =5 m S S ESS • B S • 0> * M • i EB E E E EE B g E • E | B EE E S E E E E Toin<a A ' a Thick -7.50 in Using;* S* 12.00 In re - 4000 pat FV • 60000 p*l Seismic Zona • 4 Set antic Factor -0.500 £ff. Width -12 In 10N A V4.4B (c) 1983-95 ENERCALC ENGINEERING, IH06Q291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PAHELS Date: 10/19/95 Page: 49 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE A 6' JAMB »/ 30' OPB'G ONE SIDE i 22.5' OPH'G OTHER SIDE HALL DATAHall Height Parapet HeightThickness Rebar SizeRebar Spacing Hall: ZlftParapet: ZICpMin. Allov Defl Ratio Fixity I Used i BaseSeisiic Zone MATERIAL DATA f'c 27, 6, 7, ,00ft ,00ft .50 in 5 4.50 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADSOnifon Dead Load = 1820.01Onifora Live Load = 0.0 I Sec. = 5.00 in Concentric Dead Load = 8219.0 I Concentric live Load = O.Oi Concrete Height = 145.00pc£ LATERAL LOADSPoint Lateral Load •• ...Height froi Base = (this is a Seisiic Load) Unifori Lateral Load • ...distance to Bottoi ...distance to Top (this is a Seisiic Load)Hind Load •• 0.0 0.00 123.3 14.00 33.00 ft S' ft 64.6flpsf PiMiaMinMax Max 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in .00 in ,25 in .62 psf SUMMARY 18. 5, 90, Vert Steel *Horiz Steel IVertical Spacing Horizontal 'd' : Depth To Steel Hall HeightEffective Strip Width = 12,00 in Live & Short Tern Loads CoibinedSeisnic Parapet Rt Used FACTORED LOAD STRESSESSeisiicBasic Defl. v/o P-Delta * 0.798 inBasic Ma v/o P-DeltaMonent in Excess of HerMax. Iterated DeflectionMax. Iterated Monent LOAD FACTORS USED 9-1 & 9-2 DL Using: UBC Sec. 1914.0 iethod...Exact, Ion-Iterated Seisiic 264226.3 in-* 233758.8 in-* 58247, M-n * Phi : Moient Capacity Applied: Mu ft Mid-Height Mu * Top of HallAllov Axial Stress Actual Axial Stress Max. As V: 0.6 * RhoBal 6.0171 Maxinui Service DeflectionHt/Service Defl Ratio .4 in-| 160.0 psi 131.2 psi 0.0131 2.134 in 152 :1 Hind 250541.2 176069.8 27345.8 160.0 131.2 0.0131 1.880 172 in-i in-i in-ipsi psi in Space bars 8 base of parapet at Hind0.612 in120284.4 in-i 85968.8 in-i 233758.8in-il76069.8in-i 7.022 in 7.270 in 233758.8in-il76069.8in-i ACI ACI ACI 9-1 & 9-2 LL 9-1 & 9-2 ST .... Seisiic = ST ACI 9-2 Group Factor ACI 9-3 Dead Load Fact ACI 9-3 Short Ten UBC 2625(c}4 UBC 2625(c}4 Factor Factor .40 .70 .70 .10 .75 .90 .30 .40 .90 S :57(OOOMf'c".5} n : 29,000/Ec Fr: 5 * (f'c*.5) Ht / Thk Ratio As(eff) = [ Pu:tot 18.0 in TICE ] Basic Defl. v/o P-Delta Basic Moient v/o P-DeltaMoient in Excess of HerMax. Iterated DeflectionMax. Iterated Moieat ANALYSIS VALUES 3604997 psi S-gross Her = S 18.0 in 8.04 316.23 psi 43.20 Fy= WAV Ul ' S 1 == I = s * Fr iiua\.iiva Seisiic 0.57085917.4 110703.7 2.134 110703.7 inin-iin-iinia-S s= Hind0.48768213.3 93714.6 1.880 93714.6 112.535575.6 inin-iin-iinia-i ia3ia-i (As*Fy) ] / 'a' = (As*Fy + Pu) /(.85*f'cM2)'C'= 'a' / .85Moient of Inertia Modification Factor I-gross = I-cracked =I-effective (ACIIPhi : Capacity Reduction Factor -Mn = As(eff» * Fy * ( d - a/2 ) = Rho balancedSeisiic 1.102in2 1.621 in1.907 in 1.00 42l.9in4 126.8 in4 0.0 in4 0.90 293585 in-i 0.0285 Hind 1.033 in2 1.520 in 1.788 in 1.00 421.9 in4 122.5 in4 0.0 in4 0.90 278379 in-i(continued on next page. V4.4B (c) 1983-95 EHERCALC R2H BRGINSERIXG, KR060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PAHBLS Date: 10/19/95 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIMB A 6' JAMB »/ 30' OPX'G OR SIDE & 22.5' OPfl'G OTHER SIDE Page: ( continued! Axial DL»B21B1b* I AxiiUL-01b« De*1«n rttttlM: Exact 1994 UBC 1914.0 Q a V- o O» tri N •a ao ->» " • ao 2. - E 110 | * __ 1•« SB5 s E iE B B B • B i 3B 5 «•t? CM -*•<D K_ u E _ a E Bi •E E BS E S E B Sm S 5 S 3 5 E E ii i 0 *>3 1 • B I •Ei B B S S a B • B B | B I i 5 5 J Ro»fOL-iei91lw Rfl«UL-01b» oa - o Thick -7.50 In Us)!*** 5*4.50 In fc - 4000 p*t F( > 60000 pst SsiwnicZoni- 4 Setnnf c Factor -0.300 Eff. Width -12 In o 04 4 V4.4B (c) 1983-95 EHERCALC R2H BXGINBERIXG, H060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PANELS Date: 10/19/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE A 6' JAMB H/ 30' OPS'G EA SIDE (TALL DATA Nail Height Parapet HeightThickness Rebar Size Kebar Spacing Rail: ZICD Parapet: 2ICp Hin. Allov Defl Ratio Fixity t Used a Base Seisiic Zone MATERIAL DATA f'C 27.00ft 6.00ft 7.50 in 5 8.00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADSOnifori Dead Load = 1352.0 iOnifori Live Load = 0.0 I Bcc. = 5.00 in Concentric Dead Load - 5625.0 IConcentric Live Load = 0.0 I Concrete Height = 145.00pcf LATERAL LOADSPoint Lateral Load = O.Of...Height froi Base = 0.00 ft (this is a Seisiic Load)Unifon Lateral Load - 84.8plf...distance to Bottoi = 14.00 h...distance to Top = 33.00ft(this is a Seisiic Load) Hind Load = 48.00psf i MiaNin Max Max •d1 4000 psi 60000 psi 0.900.0020 0.0012 18.00 in18.00 in 5.25 in SUMMARY Vert Steel * Horiz Steel \Vertical SpacingHorizontal Depth To Steel Mall HeightEffective Strip HidthLive & Short Ten Loads CoibinedSeisiic Parapet Ht Dsed FACTORED LOAD STRESSES SeisiicBasic Defl. v/o P-Delta =Basic Mn v/o P-Delta =Moient in Sxcess of Her =Max. Iterated Deflection =Max. Iterated Noient = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70ACI 9-1 & 9-2 ST = 1.70 .... Seisiic = ST = 1,10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Ten = 1.30 UBC 2625(C|4 '1.4" FactW 1.40 UBC 2625(C)4 '0.91 Pact or 0.90 M-n * Phi : Moient CapacityApplied: Mil 6 Mid-Height Mu 8 Top of HallAllov Axial StressActual Axial Stress Max. As *: 0.6 * RhoBal 0.0171 90.62psf Maxiiui Service Deflection 12.00 in Ht/Service Defl Ratio Using: UBC Sec. 1914.0 lethod...Exact, Hon-IteratedSeisiic Hind 171897.8 in-l 160043.8 in-* 166418.7 in-* 121813.5 in-1 43329.0 in-* 20317.2 in-l 160.0 psi 160.0 psi 97.2 psi 97.2 psi 0.0074 0.0074 2.050 in 1.678 in 158 :1 193 :1 18.0 inSpace bars § base of parapet at Kind 0.634 in 0.454 in 94247.7 in-* 63876.9 in-| 166418.7in-*12l813.5in-| 6.013 in 6.312 in 166418.7in-tl21813.5in-| 18.Din SERVICE LOAD DEFLECTIONS Seisiic Basic Defl. v/o P-Delta = Basic Moient v/o P-Delta'= Moient in Excess of Her = Max. Iterated Deflection =Max. Iterated Hoient = AHALTSIS VAL0HS 3604997 psi S-grossMcr = S * Fr 0.453 in 67319.8 in-l 85723.7 in-l 2.050 in 85723.7 in-l Hind 0.362 in 50684.0 in-l 69571.4 in-l 1.678 in 69571.4 in-| B :57,OOOMf'C\5) n : 29,000/Ec = 8.04 Fr: 5 * (f'c'.SI = 316.23 psi Rho balancedHt / Thk Ratio = 43.20 Seisiic As(eff) = [ Pu:tot i (As*Fy) ] / Fy= 0.669in2 •a' = (As*?y + Pu) /(.85*^0*12) = 0.984 in •c'» 'a1 / .85 = 1.157 in Moieot of Inertia Modification Factor 1.00 I-gross = 421.9in4 I-cracked = 96.3 in4 I-effective (ACI) = 0.0 in4Phi : Capacity Reduction Factor = 0.90 Mn = Asleff} * Fy * ( d - a/2 ) * 190998 in-l 112,5 h3 = 35575.6 in-l = 0.0285 Rind 0.618 in2 0.909 in1.069 in 1.00 421.9 in491.8 in40.0 in4 0.90177826 in-l (continued on next page.. V4.4B (c) 1983-95 BIBRCALC R2H EXGIHEBRHG, IR060291 R2H ENGINEERING, INC.Consulting Structural Engineers11545 West Bernardo Court Ste 300San Diego, California 92127 LOT 33/34 TILT PANELS Date: 10/19/95 Page: 52- TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE A 61 JAMB I/ 30' OPN'G EA SIDE ( continued) Axf»lDL«5624tb91 Axt«1LL-01bs D»*1gnmthod:Ex«ctt994UBCt914.0 . Ro*f DL-1351 lb«| RO*fLL-01b* ••"" 7 So> • oq - i SBiSBa S ia 2 =B g i s 7 jj "5 S N Nu S *£ SEB • B B • S ^^B B E 3 = Esi i E i ^ V * ^ •* M EB BE iiB • E ED 5B =V i iEi 1 •D f BE BE ES iRo»f Ecc « 5 In oof Thick -7.SO in Using; -5»ft.OO In Cc » 4000 psi F« - 60000 |Mt Seismic Zon« -4 Seismic Factor -0.300 ETT. Width -12 In oo N • ' V4.4B (c) 1983-95 EHBRCAtC R2B EXGIRSERIHG, HO60291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT FAiSLS Date: 10/23/95 Page: S3 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINK 10 5' JAMB H/ 20 FT HIHDOM OHB SIDE HALL DATA Hall Height Parapet Height Thickness Rebar Size Rebar Spacing Hall: ZIC? Parapet: ZICpDin. Allow Defl Ratio Fixity i Used 9 BaseSeisnc Zone MATERIAL DATA f'C 28. 4, 7, ,50ft .50ft ,50 in 5 4.75 in 0.3000.300 150.000 0.0 4 VERTICAL LOADSUnifors Dead Load = Unifori Live Load -Sec. = Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 2670.01 Point Lateral Load = O.Of 0.0* ...Height froi Base = 0.00ft 1.50 in (this is a Seisiic Load) Dnifon Lateral Load = 56.3 plf 3167.01 ...distance to Bottoi = lO.OOft 0.01 ...distance to Top = 33.00ft (this is a Seisiic Load)145.00pcf Hind Load = 36.00psf iMinMin Max Max 'd' 4000 psi 60000 psi 0.90 0,0020 0.0012 18.00 in 18.00 in 5.25 in SUMMARY Vert Steel * Boriz Steel V Vertical Spacing Borizontal Depth To Steel Hall HeightEffective Strip Width Live & Short Ten Loads Cosbined Seisaic Parapet Ht Used FACTORED LOAD STRESSES SeisiicBasic Defl. w/o P-Delta = Basic Ma v/o P-Delta = Moient in Excess of Her =Max. Iterated Deflection =Max. Iterated Noieot = LOAD FACTORS 0SED AC! 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seisiic = ST = 1.10 ACI 9-2 Group Factor * 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Ten = 1.30 Factor 1,40 Factor 0.90 Using: UBC Sec. 1914.0 aethod...Exact, Ion-Iterated Seisiic 235457.1 in-* 194265.3 in-f 19808.2 in-i Allov Axial Stress Actual Axial Stress Max. As I: 0.6 * RhoBal 9.0171 M-n * Phi : Moient Capacity Applied: Mu 8 Mid-Height Mu 9 Top Of Hall 90.62 psf Maxiiui Service Deflection 12.00 in flt/Service Defl Ratio Space bars % base of parapet at 160.0 psi 84.0 psi 0.0124 2.223 in 154 :1 Hind 226242.3 116308.3 9782.1 160.0 84.0 0.0124 1,147 298 in-f in-fin-f psipsi in Hind0.890 in 0.441 in 115061.9 in-* 55237.6 in-f194265.3ifl-nH308.3ia-*7.508 in 7.697 in 194265.3in-*116308.3in-* 18.0 in SERVICE LOAD DEFLECTIORS Seisiic Basic Defl. v/o P-Delta = Basic Moient v/o P-Delta = Moient in Excess of Her = Max. Iterated Deflection = Max. Iterated Moient = AIALYSIS VALUES 3604997 psi S-gro&s Her = S * Fr 18.0 in 0.636 in 82187.1 in-* 99323.1 in-* 2.223 in 99323.1 in-* Hind 0.349 43677.0 60905.1 1,147 60905.1 in in-f in-finin-f UBC 2625(c]4 '1 UBC 2625(c)4 '0 ,4' .9' 2 :57(OflO*{f'c'.5) n : 29,000/Ec = 8.04 Fr: 5 * (f'c'.S) = 316.23 psi Rho balanced Ht /Thk Ratio = 45.60 Seisiic As(eff) = [ Pa:tot + (As*Py) ] / Py= 0.959in2'a' = (As*?y + Pu) /{.85*f1c*l2J = 1.411 in 'c'= 'a1 / .85 = 1.660 in Moient of Inertia Modification Factor 1.00 I-gross = 421.9 in4I-cracked = 117.8in4 I-effective (ACT) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = Asleff) ' Fy * ( d - a/2 } = 261619 in-f Il2.5in3 = 35575.6 in-* = 0.0285 Hind 0.915in2 1.346 in 1.584 in 1,00 421.9 in4 114.9in4 0.0 in4 0.90 251380 in-f {continued on next page. V4.4B (c) 1983-95 8HERCALC R2B EHGIKEERtfG, 0060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C951U TILT PAHBLS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 10 5' JAMB »/ 20 FT HIHDOB OH SIDE .continued) Axial DL-3t861b» I AxUtLL-0)b> t UBC 1914.0 8«*f DL " 2669 lb» ^^™ fc ISo>N •Oin •oS o 1 oa * "3Q •ct5 ^— BB Bg i iii•iiIi• 5 • i o E "a - N •u i *01 L i1i Bi BEi = | B i B Bi E iEB EB £fl SB B B • Ml i* E E Eiiii Eii i | iaiE iE B E S i RMUL-Olb* Roof Ecc-t In •• eIA OIfl Thick -7.50 in Uslftfl:* 5*4.75 in f c * 4000 B*1 FV - 60000 pst Seismic 2on»- 4 Sel wnlc Factor -0.500 Eff. Width- 12 In 1. ' V4.4B (c) 1983-95 BHBRCALC R2B SNGIHEERISG, HOS0291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT PANELS Date: 10/23/95 Page: .55 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHE 10 5' JAMB I/ 20 FT llflXff OIB SIDE J? IALL DATA Hall Height Parapet Height ThicknessRebar SizeRebar Spacing Hall: ZICD Parapet: ZICpHin. Allow Defl Ratio Fixity \ Used a BaseSeisiic Zone MATERIAL DATA f'C 28, 4, 7, ,50ft .50ft .50 in 5 .00 in 0.300 0.300150.000 0.0 4 5, VERTICAL LOADS Unifora Dead Load = 174.0 I Dnifon Live Load = 0.0 * Bcc. = 7.00 in Concentric Dead Load = 3720.0 i Concentric Live Load = 0.0 I Concrete Height = 145.00 pcf LATERAL LOADS Point Lateral Load ...Height froi Base (this is a Seisiic Load) Unifori Lateral Load •• ...distance to Bottoi •• ...distance to Top (this is a Seisiic Load)Hind Load •• O.Of0.00 ft 56.3plf 10.00ft 33.00ft 40.00psf P Min Hin Max Max 'd1 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in ,00 in .25 in .62 psf "in SOHNART 18, 5, 90, 12.1 Vert Steel tHoriz Steel iVertical SpacingHorizontal Depth To Steel Hall Height Effective Strip Hidth Liye & Short Ten Loads Coibined Seisaic Parapet Ht Used FACTORED LOAD STRESSESSeisaicBasic Defl. v/o P-DeltaBasic Mu H/O P-DeltaMoient in Excess of Her Max. Iterated DeflectionMax. Iterated MoientLOAD FACTORS USED AC! 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST.... Seisnic = ST =AC! 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Ten Using: UBC Sec. 1914.0 lethod... Exact, Son-Iterated Seisiic 217557. 5 in-l 169920. 4 in-* 15906. 4 in-* 160.0 psi = 62.1 psi 0.0118 N-n * Phi : Moient Capacity Applied: Mu a Mid-Height Mu a Top of Hall Allov Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 9.0171 Maxiiu* Service Deflection Ht/Service Defl Ratio Hind210531.2 in-* 103368, 7475, 160, 2. 155 in 159 :1 .7 in-* .4 in-* ,0psi .Ipsi 0.0118 1.143 in 299:1 62, Space bars a base of parapet at Hind 0.871 in 0.474 in 112955.0 in-* 59678.3 in-* H9920.4in-il03368.7in-* 7.288 in 7.439 in 169920.4in-*103368.7in-* UBC 2625(c)4 UBC 2625(C)4 Factor Factor .40 .70 .70 .10 .75 ,90 .30 .40 ,90 18.0 in SERVICE LOAD DEFLECTIOHS SeisiicBasic Defl. v/o P-Delta =Basic Moient v/o P-Delta'= Moient in Excess of Her =Max. Iterated Deflection = Max. Iterated Moient AMALTSIS VALUES 3604997 psi S-gross Her = S * Fr 18.0 in 0.622 in80682.1 in-*93405.4 in-* 2.155 in 93405.4 in-* Hind0.373 in46914.0 in-* 59666.5 in-| 1.143 in 59666.5 in-| 8 :57,000*if'c*.5)n : 29,000/Bc = 8.04 Fr: 5 * (f'C*,5} = 316.23 psi Rho balanced Ht / Thk Ratio = 45.60 Seisiic As(eff) = [ Pu:tot + (As*Py) ) / Fy= 0.875in2 'a' = (As*Fy + Pu) /(.85*f1c*l2) = 1.286 in'c'» 'a1 / .85 = 1.513 inMoient of Inertia Modification Facter 1.00 I-gross = 421.9in4 I-cracked = 112.1 in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90 Mn = Asleff) * Fy * ( d - a/2 } = 241731 in-* 112.5in3 = 35575.6 in-* = 0.0285Hind 0.842 in2 1.238 in1.457 in 1.00421.9in4 109.8in40.0 in4 0.90233924 in-* (continued on next page. V4.4B (C) 1983-95 EHSRCALC R2H ENGI8EBRIIG, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C951U TILT PABBLS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE 10 5' JAMB I/ 20 FT HIHDOH ORE SIDBj { continued) AxlilDL-371916* 1 AxUl LL • 0 1b* DM t gn Method: Ex*ct 1994 UBC 1914.0 octoft • oos • »- "— • 1si i 5sa a a i v> a0 E "o IB K(M «e i 1 iiI sEB 5 8Sas5a B 9 •B B B ia B B B B S 5 v.•5t*»:<r>m ••a= * EB 5isB B S8 B 5 8S E E8 8 8e i H E i£• T RaofDL-t731b* I RflOfLL-Olb* 1 Roof Etc -7 in 0inv .1 ou>•»N • Thick -7.SO in Using:- 5 • 5.00 in f*c - 4000 pst fH m 60000 p*t SefWDJcZane- 4 Seismic Factor -0.300 Eff. Width* 12 tn ' 74.46 |c) 1983-95 BHBRCAIC R2H EVG1XBB&ING, KW060291 R2H ENGINEERING INC.Consulting Structural Engineers 11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT PANELS Date: 10/23/95 Page: 57 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHS 3 3' JAMB »/ 8 FT DOOR OMB SIDE MALL DATA Hall Height = 28.00ft Parapet Height = 5.00 ft Thickness = 7.50 inRebar Size * 5Rebar Spacing = 9.00 in Hall: ZICo = 0.300 Parapet: ZICp = 0.300HID. Allow Defl Ratio = 150.000Fixity t Used 8 Base = 0.0Seisiic Zone = 4 MATERIAL DATA f'C = 3000 psi = 60000 psi = 0.90 Vert Steel * = 0.0020 Horiz Steel * = 0.0012Vertical Spacing = 18.00 in Horizontal = 18.00 in Depth To Steel = 5.25 in VERTICAL LOADS Unifon Dead Load = Unifori Live Load = Bcc. = Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 121.3 I Point Lateral Load = 0.0 } ...Height froi Base 7.00 in (this is a Seisiic Load} Unifori Lateral Load 2375.01 ...distance to Bottoi0.0 I ...distance to Top(this is a Seisaic Load)145.00 pet Rind Load 0.01 0.00ft 37.5 plf 14.00 ft 33.00ft 2B,OOpsf SUMMARY Mia Kin Max Hax 'd1 Hall HeightEffective Strip Hidth 185 90.62psf 12.00 in Live & Short Ten Loads Coibined Seisiic Parapet Ht Used FACTORED LOAD STRESSES SeisiicBasic Defl. v/o P-DeltaBasic Mu v/o P-Delta Moient in Excess of HerMax. Iterated DeflectionIterated MoientLOAD FACTORS DSED 9-1 & 9-2 DL 9-1 & 9-2 LL 9-1 & 9-2 ST .... Seisiic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Ten Using: UBC Sec. 1914.0 lethod,.,Exact, Mon-IteratedSeisiic Hind • N-n * Phi : Moient Capacity = 131218.2 in-* 125543.6 in-f Applied: Mu % Mid-Height = 108501.9 in-* 69156.9 in-* Mu 0 Top of Hall = 14773.1 in-* 6246.6 in-* Allow Axial Stress = 120.0 psi 120.0 psi Actual Axial Stress = 46.9 psi 46.9 psi Max. As t: 0.6 * RhoBal 9.0128 0.0066 0.0066 Maxiiui Service Deflection = 1.795 in 0.854 in Ht/Service Defl Ratio = 187 :1 393 :l 18.0 inSpace bars I base of parapet at Max. ACI ACI ACI Hind 0.609 in 0.351 in 70860.7 in-f 39773.5 in-* 108501.9 in-* 69156.9 in-* 6.438 in 6.639 in 108501.9 in-* 69156.9 in-* UBC 26251C)4 0BC 2625(C)4 Factor Factor 40 70 70 10 7590 30 40 90 -5JE :57,OOOMfc n : 29,000/Bc = 9.29 Fr: 5 * (f'c'.S) = 273.86 psi Ht / Thk Ratio = 44.80 As(eff) = [ Pu:tot + (As*Fy) ] / Fy= 18.0 in SERVICE LOAD DEFLECTIOIS Seisiic Basic Defl. v/o P-Delta =Basic Moient v/o P-Delta'= Moient in Excess of Her =Max. Iterated Deflection =Max. Iterated Moient = AHALYSIS VALUES 3122019 psi S-gross Mcr = S * Fr 0.435 in 50614.8 in-* 59927.4 in-* 1.795 in 59927.4 in-* Hind 0.276 in 31266.9 in-* 40701.2 ia-f 0.854 in 40701.2 in-| 'a1 = (As*Fy + Pu] /(.85'fVl2) - 'c'= 'a1 / .85 Noient of Inertia Modification FactorI-grossI-crackedI-effective (ACI} Phi : Capacity Reduction Factor = Mn = Asieff} * Fy * ( d - a/2 } = Rho balanced Seisiic 0.512in2 1.003 in 1.181 in 1.00 421.9 in4 85,3in4 0,0 in4 0.90 145798 in-* 112.5in3 = 30809.4 in-* = 0.0214 Hind 0.487in2 0.955 in 1.124 in 1.00 421.9 in4 82.7in4 0.0 in4 0.90 139493 in-* (continued on next page. V4.4B (c) 1983-95 BIBRCALC R2H BRGIIBERIIG, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 C95111 TILT PAHBLS Date: 10/23/95 Page TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHB 3 3' JAMB H/ 8 FT DOOR OK SIDE ( continued) Axi«lDl-23741b« 1 Axltl LL - 0 Iba Dottgn nothod: Exact 1994 U8C 1914.0 » en . o=a ea "3 *| § — ec . i ii • B B 3B BB 3 BB B *•»•J <o £ w <0 5 u E •j ffl [ I1Bs i 5 Bl E EB EB E EEl B B HH i i i i | B V so> (N • 1 * [ i• i• EB 3 I i 3 B B 3B =BE i i i 3!• 1 Roof DL- 121 lb» Roof U - 0 1b» Roof Ecc-7in 1. S U> Thick -7.50 in Using: *5»9.00 in fc - 3000 pat Ffl * 60000 p»t SolamlcZono • 4 Seismic Factor -0.300 Eff. Width* 12 In o (M t ' V4.46 (C) 1983-95 KNBRCALC R2H ESGINBBRING, H060291 R2H ENGINEERING INC. Consulting Structural Engineers11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 C95111 TILT PAIBLS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE 1 4' JAMB H/ 12 HAN DOOR OTHER SIDE FT DOOR ORB SIDB & HALL DATAHall HeightParapet BeigbtThicknessRebar SizeRebar Spacing Hall: ZlCpParapet: ZICpMin. Allow Defl Ratio Fixity * Used 8 BaseSeisnc Zone MATERIAL DATA f'c 29.00ft 4.00£t 7.50 in 5 5.00 in 0.300 0.300 150.000 0.0 4 VERTICAL LOADS Dniforn Dead Load = Dnifon Live Load Ecc. Concentric Dead Load = Concentric Live Load = Concrete Height = LATERAL LOADS 152.01 Point Lateral Load ••0.01 ...Height froi Base •-7.00 in (this is a Seisiic Load) Unifori Lateral Load ••3416.0 f ...distance to Bottoi0.0 I ...distance to Top(this is a Seisiic Load)145.00pcf Hind Load 82.01 10.50ft 53.981! 14.00ft 33.00ft 35.00psf l MinMin MaiMai 3000 psi60000 psi 0.900.00200.0012 18.00 in ,00 in ,25 in ,62psf SUMMARY 18, 5, 90, Vert Steel *Horiz steel *Vertical SpacingHorizontal 'd1 : Depth To Steel Hall Height Effective Strip Hidth = 12.00 inLive & Short Tern Loads Combined Seisiic Parapet Ht UsedFACTORED LOAD STRESSED Sei&licBasic Defl. v/o P-DeltaBasic Mu v/o P-DeltaNoient in Excess of McrMax. Iterated Deflection Max. Iterated Moient LOAD FACTORS USED ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... Seisiic = ST = ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Ten Using: UBC Sec. 1914.0 lethod...Exact, Ion-Iterated Seisiic M-n * Phi : Moient Capacity = 205879.0 in-f Applied: Nu I Mid-Height = 160656.4 in-f No I Top of Hall = 12387.8 in-f Allov Axial Stress = 120.0 psi Actual Axial Stress = 58.3 psi Max. As t: 0.6 * RhoBal 9.0128 0.0118 Maxiiui Service Deflection = 2.296 in Ht/Service Defl Ratio = 152 :l Hind ' 199962.7 in-f 99226.8 in-| .2 in-f .Opsi 5401, 120, 58. 0.0118 1.272 in 274 ;1 .3pSi Space bars 8 base of parapet at Hind 0.955 in 0.521 in 103178.0 in-f 54711.0 in-f 160656.4 in-f 99226.8 in-f 7.900 in 8.084 in 160656.4 in-f 99226.8 in-f DBC 2625 (c) 4 UBC 2625 (c)4 Pactw Factor ,40 ,70 ,70 ,10 ,75 ,90 ,30 ,40 ,90 E n Fr 18.0 in SERVICE LOAD DRFLBCTIOIS SeisiicBasic Defl. v/o P-Delta ,=Basic Moient v/o P-Delta =Moient in Excess of Mcr =Max. Iterated Deflection =Max. Iterated Moient = AHALYSIS VALUES 3122019 psi S-gross Mcr = S * Fr 18.0 in 0.682 in 73698.6 in-f 85690.7 in-f 2.296 in 85690.7 in-f Hind 0.409 in 43004.5 in-f 55171.9 in-f 1.272 in 55171.9 in-f 57,000*tt'c .5) 29,000/Sc = 9.29 5 * (f'c*.5| = 273.86 psi Rho balancedHt / Thk Ratio = 46.40 Seisiic As(eff) = [ Pu:tot + (As'Py) ] / Fy= 0.866 in2 'a1 = (As*Fy t PD) /(.85*^0*12) = 1.699 in 'c'= 'a1 / .85 = 1.999 in Moient of Inertia Modification Factor 1.00 I-gross = 421.9 in4 I-cracred = H7.0in4 I-effective (ACI) = 0.0 in4 Phi : Capacity Seduction Factor = 0.90 Mn = Uleff) * Fy * ( d - a/2 } = 228754 in-f 112.5in3 = 30809.4 in-f * 0.0214 Hind0.836in2 1.639 in 1.928 in1.00 421.9 in4 114.3 in4 0.0 in4 0.90 222181 in-f (continued on next page. V4.4B (c) 1983-95 EIERCALC R2H ENGIXEERIHG, KH060291 R2H ENGINEERING INC. Consulting Structural Engineers 11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 C95111 TILT PAH8LS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIBB I 4' JAMB I/ 12 FT DOOR OK SIDE t MAN DOOR OTHER SIDB ( continued) Axial DL • 3415 lb* 1 Axial Ll-Olba Oa*tgn fltthwt: Exact 1994 UBC 1914.0 Roof DL - 151 lb«ROQfLL-01b»X Raof Ecc-7in 7 5£••_j § 1at s r A4d«d Point Set SBUtd • 81.99 Ibsg in ™ I . aID 1. • J ^J•a iSg iii i Bi E =i - a S CM IB 2 K u H ta ic E£ I iii£B i E •ii i E i BEi•S •E "a Oi *m •g ^ EB 9 E ! i § Bi E EB B B=i 5 1i E • B B i S BS IOp S Thick -7.50 in Using: * 5 » 5.00 in re » moo pit Fg- 60000 psl Seismic Zona - 4 Seismic Factor •O.SOO Eff. Width -12 in N • V4.4B (c) 1983-95 ENBRCALC R2H B86IIEBSIH6, 0060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT PANELS Date: 10/23/95 Page: U>\ TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIVE £6' JAMB •/ 12 FT HIHDOH BA SIDE f ALL DATAVail Height Parapet Height = Thicbess =Rebar Size IRebar Spacing =Rail: ZICoParapet: ZlCp = Din. Allow Defl Ratio = Fixity I Used I Base =Seisnc Zone - MATERIAL DATA f'C Vert Steel * Boriz Steel V Vertical Spacing Horizontal Depth To Steel VERTICAL LOADS 28.00ft Unifon Dead Load 4.00 ft Onifera Live Load = 7.50 in Bcc. =5 P Hin. Kin.Hax. Hax. 'd' Hall HeightEffective Strip Width 4.80 in0.300 0.300 150.000 0.0 4 3000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 18.00 in 5.25 in Concentric Dead Load Concentric Live Load Concrete Height LATERAL LOADS 2140.0 I Point Lateral Load = 0.0 I 0.0* ...Height froi Base = 0.00ft 1.50 in (this is a Seisiic Load) Unifon Lateral Load = 56.3 plf 3188.01 ... distance to Bottoi = 10.00 It 0.0 I ...distance to Top = 33.00 ft (this is a Seisiic Load) 145.00pcf Hind Load = 36.00psf SUMMARY H-n * Phi : Hoient Capacity Applied: Mu I Mid-Height Mu i Top of HallAllov Axial Stress Actual Axial Stress Max. As t: 0.6 * RhoBal Using: QBC Sec. 1914.0 lethod...Exact, Ion-Iterated Seisiic 219229.3 in-i 181101.2 in-*19971.0 in-* 120.0 psi 77.3 psi 0.01231.0128 90.62psf Maxiiui Service Deflection 12.00 in Ht/Service Defl Ratio Live & Short Ten Loads Coibined Seisnic Parapet Ht Used space bars i base of parapet at FACTORED LOAD STRESSES Seisaic Hind Basic Defl. v/o P-Delta Basic Mu v/o P-Delta Hoient in Excess of Her Max. Iterated Deflection Iterated Hoient LOAD FACTORS USED 9-1 & 9-2 DL 9-1 & 9-2 LL 9-1 & 9-2 ST = 2.261 in 149 :1 Excess Defl Hax 0.936 in 0.476 in 108870.8 in-* 53460.4 in-* 181101.2in-*109464.2in-* 7.432 in 7.664 in 181101.2in-*109464.2ia-* ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seisiic = ST = 1.10 ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Ten * 1.30 UBC 2625(C)4 "1.4" FactM 1.40 UBC 2625(c)4 '0.9' Factor 0.90 En Pr 18.0 in SERVICE LOAD DHFLBCTIOIS Seisiic Basic Defl. v/o P-Delta ' = Basic Moient v/o P-Delta = Moient in Excess of Her = Hax. Iterated Deflection = Max. Iterated Hoient ARALTSIS VALUES 3122019 psi S-grossHer * S * Ir Hind 211662.4 in-* 109464.2 in-* 7776.9 in-* 120.0 psi 77.3 psi 0.0123 1.238 in 271:1 18.0 in 0.668 in 77764.8 in-* 93281.2 in-* 2.261 in 93281.2 in-* Hind 0.376 in 42213.0 in-* 57801.7 in-* 1.238 in57801.7 in-* 57,000*(fc\5)29fOOO/Ec ; 9.295 * (f'c'.S) = 273.86 psi Rho balancedHt / Thk Ratio = 44.80 SeisiicAs(eff) = ( Pu:tot + (As*Fy| ] / Fy= 0.937 in2la' = (As*Fy t Pa) /{.85*fc*12) = 1.838 in 'c'= 'a1 / .85 = 2.162 inHoient of Inertia Hodification Factor 1.00I-gross = 421.9 in4I-cracked = 123.5in4I-effective (ACI) = 0.0 in4 Phi : Capacity Reduction Factor = 0.90Hn = Asleff) * Fy * ( d - a/2 ) = 243588 in-* 112.5 in3= 30809.4 in-* = 0.0214 Hind0.897k2 1.758 in2.069 in 1.00 421.9 in4119.7in4 0.0 in4 0.90235180 in-*(continued on next page. V4.4B (c) 1983-95 EBERCALC R2H ENGIRERIKG, U060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C9S111 TILT PAHBLS Date: 10/23/95 Page: b 2. TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIHB 1 6' JAMB M/ 12 FT SIBDOH EA SIDB { continued) Axial DL - 3187 1b*1 AxlaUL-Olba D«*ign n*thMt: £x*et 1994 use 1914.0 « o ^— » w Q <ain -o u S 1 • oeej - 03 k. "3 -o•s•« 1Ei EiEiE i ! EE E fl E 5 E •EB E E Ei• 1 0» p*CM ^Sr*^Ho 1.* BCO 1 sI5 E B EB B B BB EB Eii E B i •i EB BB BE B •ES ^a Oi *^inK) M"S % SBE E3 1i s i B E B i EB E g i3 i BBi EE Roof OL- 2139 Iba Room -0 1b* RaofEcc»1in ij ' Thick -7.50 In UsIikQ: * 5* 4.90 fn Tc • 3000 pat f<t - 60000 p»1 Sal ami c Zona • 4 Saf ami c Factor -0.300 Eff. Width -12 in op M ' V4.46 (c) 1983-95 B8ERCALC B2H EHGIHBERIKG, KH06D291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT PANELS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE G 9' JAMB H/ IS FT HIKDOH EA SIDE IALL DATA Hall HeightParapet Height Thickness Sebar Size Rebar SpacingHall: ZICo Parapet: ZICp Kin. Allow Defl Ratio Fixity \ Used 8 Base Seisuc ZoneMATERIAL DATA f'c VERTICAL LOADS 30.00 ft flnifora Dead Load 3.00 ft Unifora Live Load = 6.50 in Ecc. = 5 Concentric Dead Load = Concentric Live Load = 6,00 in 0.300 0.300 150.000 0.0 4 Concrete Height LATERAL LOADS 1014.01 Point Lateral Load 0.0 f ...Height froi Base = 5.00 in (this is a Seisiic Load)Dnifon Lateral Load 2113.0 I ...distance to Bottoi : 0.0 ft ...distance to Top •• (this is a Seisiic Load) 145.00pcf Hind Load 243.8ft 12.50ft 48.8plf 25.00ft 33.00 ft 36.00psf PMinHin Max Max 'd1 3000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in in in .54psf SUMMARY 18, 5, 78, Vert Steel *Horiz Steel iVertical SpacingHorizontalDepth To SteelHall HeightEffective Strip Hidth = 12.00 in Live & Short Ten Loads CoibinedSeisiic Parapet Rt Used FACTORED LOAD STRESSES SeisiicBasic Defl. «/o P-Delta = Basic Mu ¥/o P-DeltaMoient in Excess of Her = Max. Iterated DeflectionMax. Iterated Moient = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40ACI 9-1 & 9-2 LL = 1.70ACI 9-1 49-2 ST = 1.70 .... Seisiic = ST = 1.10 ACI 9-2 Group Factor = 0.75ACI 9-3 Dead Load Fact = 0.90ACI 9-3 Short Ten = 1.30Q8C 2625(c)4 <1.4I Factor 1.40 UBC2625(C)4 "0.91 Factw 0.90 M-n * Phi : Moient Capacity Applied: Mu 8 Mid-Height Using: UBC Sec. 1914.0 lethod...Exact, Ion-IteratedSeisiic 168106132006 Mu 8 Top of HallAllov Axial Stress Actual Axial StressMax. As V: 0,6 * RhoBal 9.0128 Maxiiui Service Deflection Ht/Service Defl Ratio Space bars 8 base of parapet at 5in-ft4in-ft12568.6in-ft 120.0 psi 58.2 psi 0.0103 2.428 in 148 :1 Excess Defl 1 .Hind 162953. 6 in-ft105558. 7 in-ft7802.1 in-ft 120.0 psi 58. 2 psi 0.0103 2. 298 in 157 :1 Hind1.183 in 1.002 in 78075.6 in-ft 63387.4 in-f 132006.4 in-ft!05558.7 in-ft 8.652 in 8.845 in132006.4in-ftl05558.7in-| 18.0 in SERVICE LOAD DEFLBCTIOIS Seisiic Basic Defl. v/o P-Delta '=Basic Moient v/o P-Delta =Moient in Excess of Her =Max. Iterated Deflection =Max. Iterated Moient = AHALTSIS VALUES 3122019 psi S-gross Mcr = S * Fr 18.0 in 0.845 in 55768.3 in-ft 66387.lin-f 2.428 in 66387.lin-f Hind0.794 in 50163.0 in-ft 61060.8 in-ft 2.298 in61060.8 in-ft E :57(000*(fC".5) n : 29,000/Bc = 9.29 Fr: 5 * (f'c'.5) = 273.86 psi Rho balanced Ht / Thk Ratio = 55.38 Seisiic As(eff) = [ Pu:tot + (As*Fv} ] / Fy= 0.726 in2 'a1 = {As»Fy + Pu) /(.85*fVl2) = 1.423 in 'c'= 'a1 / .85 = 1.675 in Moient of Inertia Modification Factor 1.00 I-gross ; 274.6 in4 I-cracked = 93.4in4 I-effective (ACI) = 0.0 in4Phi : Capacity Reduction Factor = 0.90 Mn = Asleff) * Fy * ( d - a/2 ) = 186785 in-ft 84.5in3 = 23141.3 in-ft = 0.0214 Hind0.699in2 1.371 in 1.614 in 1.00 274.6in491.3in40.0 in40.90181060 in-ft(continued on next page., V4.4B (c) 1983-95 8MERCALC R2H ERGIMBERIHG, H060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT PAHBLS Date: 10/23/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE G 91 JAHB I/ 18 FT HIHDOB BA SIDE .continued) 1 AxUUL-OlbB atgn Math** Exact t994UBC 1914,0 , R"' H • 1013 tba£ RoaUL-oiba 3 X Roaf Etc • 5 IRr« — 5, 11 s= «i *g •£ ! M 5 IH • _ • B2s- S§*;• ^^ "5 N U ._ k I 1K -5Added Potnt Seismic «o Load » 243.79 Iba —-• i £ •H Sai = | a EE• i 5 E E a= i ES i i 5 *• IAm • e ^ 9ia BE 5 ii • iS 3s E |s = S S a i i — (aq K Thi Us) fc QA<oil Sit Eff odm Thick-6.50 in Uslng;*S*6.00tn f e - 3000 pal 60000 pat 8aianiicZone> 4 Ssijmlc Factor -0.500 Eff. Width -12 In V4.4B (c) 1983-95 BNBRCALC BH6IHBKRING, IR060291 R2H ENGINEERING INC. Consulting Structural Engineers11545 West Bernardo Court Ste. 300 San Diego California 92127 LOT 33/34 C95111 TILT HALLS Date: 10/25/95 Page: (j>5 TILT-UP CONCRETE WALL PANEL STRIP DESIGN LINE F 5' JAMB I/ 12' HIHDOHS BA SIDE VERTICAL LOADS 29.50 ft Uniforn Dead Load 3.50 ft Uniforn Live Load 7.50 in Bcc. = 5 Concentric Dead Load = Concentric Live Load = P Hin Hin Max Max 'd1 Vert Steel * Horiz Steel ! Vertical Spacing Horizontal Depth To Steel H-n * Phi : Honent CapacityApplied: Hu 8 Mid-Height HALL DATAHall Height Parapet Height = Thickness = Rebar Size I Rebar Spacing = 5.00 in Hall: ZlCp = 0.300 Parapet: ZlCp = 0.300 Hin. Allov Defl Ratio = 150.000 Concrete Height Fixity * Used % Base = 0.0 Seisnic Zone = 4 MATERIAL DATA f'C = 4000 psi 60000 psi 0.90 0.0020 0.0012 18.00 in 18.00 in5.31 in Hall HeightEffective Strip Hidth Live & Short Tem Loads Conbined Seisnic Parapet Ht Used Space bars i base of parapet at FACTORED LOAD STRESSES Seisnic Hind Basic Defl. v/o P-Delta Basic Hu v/o P-Delta Honent in Excess of Her Hax. Iterated Deflection Hax. Iterated Honent LOAD FACTORS USED ACI 9-1 K 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... Seisnic = ST = LATERAL LOADS 530.0 I Point Lateral Load 0.0 I ...Height fron Base 5.00 in (this is a Seisnic Load) Uniforn Lateral Load •- 3825.0 I ...distance to Bottoi • 0.01 ...distance to Top •• (this is a Seisaic Load) 145.00pcf Hind Load : 607.5 i 28.50ft 67.5pif 10.00ft 18.00ft 40.80p5f SUMMARY Hu 9 Top Of Hall Allov Axial Stress Actual Axial Stress Hax. As *: 0.6 * RhoBal 9.0171 90.62psf Haxinun Service Deflection 12.00in Ht/Service Defl Ratio Using: UBC Sec. 1914.0 nethod...Exact, Hon-Iterated Seisnic 222614.lin-l 177649.3 in-| 6507,6 in-* 160.0 psi 66.8 psi 0.0117 2.275 in 156 :1 0.925 in 0.577 in 112750.5 in-i 67385.lin-l 177649.3in-ni7135.6in-* 7.715 in 7.885 in 177649.3in-ni7135.6in-i ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact * ACI 9-3 Short Ten UBC 2625(c)4 "1.4' Factor UBC 2625(C)4 '0.9" FactW 8.04 316.23 psi 47.20 + (As*FyJ ] / Fy=/(.85*f'c*12) = 1.40 S :57,OOOMf'c\5)1.70 n : 29,000/Bc 1.70 Fr: 5 * (f'C\5) 1.10 Ht / Thk Ratio 0.75 As(eff) = [ Pu:tot0.90 'a1 = (As*Fy + Pu) 1.30 'c'= 'a1 / .85 1.40 Honent of Inertia Hodification Factor 0.90 1-gross I-cracked - I-effective (ACI) Phi : Capacity Reduction Factor Hn = As(eff) * Fy * ( d - a/2 ) = 18.0 in SERVICE LOAD DEFLECTIONS Seisnic Basic Defl. v/o P-Delta = Basic Honent v/o P-Delta'= Monent in Excess of Her = Hax. Iterated Deflection = Hax. Iterated Honent = ANALYSIS VALUES 3604997 psi S-grossHer = S * Fr Hind • 214971.Oin-i117135.6 in-| 6606.Oin-i 160.0 psi 66.8 psi 0.0117 1.464 in 242 :1 18.0 in 0.661 in 80536.lin-» 94717. lin-fl 2.275 in 94717.lin-il Hind 0.455 in 53084.9 in-f 67265.9 in-f 1.464 in 67265.9 in-| Rho balanced Seisnic 0.884in2 1.300 in 1.530 in 1.00 421.9in4 116.1in4 0.0 in4 0.90 247349 in-« 112.5in3 = 35575.6 in-| = 0.0285 Hind 0.849in2 1.249 in 1.469 in 1.00 421.9in4 113.6in4 0.0 in4 0.90 238857 in-i (continued on next page. V4.4B (c) 1983-95 ENBRCALC R2H ENGINEERING, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT HALLS Date: 10/25/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE F 5' JAMB I/ 12' IINDOHS EA SIDE .continued) Oi»tgn Matho* Exact 1994 U8C 1914.0 Axial DL-3824IDS AxliUL-Olbs Ro«fW.«5291b3R««fLL«01b* Ro«f Ecc-Sin A4dad Pol it Seismic Laad- 607.49 ID* 1~ 'S ^ oL Thick-7.50 In Using: * S# S.OO In fc - 4000 psi F\| - 60000 Pit Seismic Zona -4 Seismic Factor -0.500 Eff. Width * 12 in V4.4B (c) 1983-95 EHERCALC R2H SHGINEERIHG, 1*060291 Q R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111TILT WALLS Date: 10/25/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIKE P 5' JAMB H/ 12' IIHDOR ONE SIDE HALL DATA Kail Height Parapet Height Thickness Rebar Size Rebar Spacing Wall: ZICo Parapet: ZICp Mia. Allow Defl Ratio Fixity \ Used 9 Base Seisuc Zone MATERIAL DATA f'C VERTICAL LOADS 29.50 ft Uniform Dead Load 3.50 ft Unifon Live Load - 7.50 in See. = 5 10.00 in0.300 0.300 150.000 0.0 4 Concentric Dead LoadConcentric Live Load Concrete Height LATERAL LOADS 343.21 Point Lateral Load •• 0.0 I ...Height froi Base = 5.00 in (this is a Seisiic Load] Unifon lateral Load 1912.51 ...distance to Bottoa 0.0 I ...distance to Top (this is a Seisiic Load) I45.00pcf Rind Load 304.0! 28.50ft 33.8plf 10.00ft18.00ft 26.40psf i Kin Kin Max Max'd1 Vert Steel * Horiz Steel *Vertical Spacing Horizontal Depth To Steel Hall Height Effective Strip Hidth = 12.00 in Live & Short Tern Loads Combined Seisiic Parapet Rt Used 4000 psi 60000 psi0.90 0.0020 0.0012 18.00 in 00 in31 in 62psf SUMMARY. Using: UBC Sec. 1914.0 Mthod...Exact, Ion-Iterated Seisiic 18, 5, 90, FACTORED LOAD STRESSES Seisnic 0.672 in M-n * Phi : Moient Capacity Applied: Mu 8 Mid-Height Mu 8 Top of fall Allov Axial Stress Actual Axial Stress Max. As *: 0.6 * RhoBal 0.0171 Maxiiui Service Deflection Ht/Service Defl Ratio Space bars % base of parapet at 124367.5 in-l 115999.4 in-f5200.0 in-f 160.0 psi 43.4 psi 0.00582.124 in 167 :1 Basic Defl. v/o P-Delta = Basic Hu v/o P-Delta = Moient in Excess of Her Max. Iterated Deflection = Max. Iterated Mosent = LOAD FACTORS USED ACI 9-1 & 9-2 DL = 1.40 ACI 9-1 & 9-2 LL = 1.70 ACI 9-1 & 9-2 ST = 1.70 .... Seisiic = ST = 1.10ACI 9-2 Group Factor = 0.75 ACI 9-3 Dead Load Fact = 0.90 ACI 9-3 Short Ten = 1.30 DBC 2625(C)4 '14' Factor 1.40 DBC 2625(c)4 <0.9I Factor 0.90 Hind 0.373 in 80837.2in-H3602.8in-* 115999.4 in-f 70941.8 in-| 6.424 in 6.660 in 115999.4 in-| 70941.8 ia-f (As*Fy) DCiflr 8.04 316.23 psi 47.20 Fy= B :57)000*(f1c'.5)n : 29,000/Ec Fr: 5 * (f'c'.S) Ht / Thk Ratio As(eff) = [ Pu:tot 'a1 = (As*Fy t Pu) 'c' = 'a1 / .85 Hoient of Inertia Modification Factor I-gross I-cracked = I-effective (ACI] Phi : Capacity Reduction Factor Hn = Asleff) * Fy * ( d - a/2 } = 18.Gin SERVICE LOAD DBFLECTIOHS Seisiic Basic Defl. v/o P-Delta = Basic Moient v/o P-Delta' = Moient in Excess of Her = Max. Iterated Deflection = Max. Iterated Moient = AIALTSIS VALUES 3604997 psi S-grossHer = S * Fr Mind 118643.3 in-| 70941.8 in-| 4275.8 in-| 160.0 psi 43.4 psi 0.0058 0.834 in 424 :1 18.0 in 0.480 in 57740.8 in-| 66967.5 in-| 2.124 in 66967.5 in-| Hind 0.294 in 34349.7 in-| 43576.3 in-| 0.834 in 43576.3 in-| Rho balanced Seisiic 0.463in20.681 in 0.801 in 1.00 421.9 in4 77.9 in4 0.0 in4 0.90 138186 in-f 112.5in3 = 35575.6 in-| = 0.0285 Hind 0.440in2 0.648 in 0.762 in 1.00 421.9in4 75.1in4 0.0 in4 0.90 131826 in-| (continued on next page. 74.4B (c) 1983-95 EHERCALC R2H ENGINEERING, IR060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 TILT BALLS Date: 10/25/95 Page: TILT-UP CONCRETE WALL PANEL STRIP DESIGN LIfiB P 5' JAMB »/ 12' RIBDOK OHfi SIDE .continued) Dfl»1gn M«thiMt: EX«t 1994 UBC 1914,0 AxitlDL-19t21b» Axl«HL-01b» Roof DL-343 lb» I R«*fLL»Olb* X Roof Ece » 5 in Addad Point Set ami c Lo«d> 303.99 IDs n T~ '2 1 o L Thick-7.50 in Using:* 5*10.00In Tc - 4000 pai ft * 50000 p«t Seiwuic Zono-4 S«lMn1e Factor -0.300 EfT. Width-12 In V4.4B (c) 1983-95 SHBRCALC R2H BNGIHEBRING, H060291 R2H Engineering, Inc./ PROJECT. JOB NO. DATE SHEET OF- •H- i R2H Engineering, Inc. PROJECT JOB NO DATE RY SHEET-"7D OF. ~/T -faS G R2H Engineering, Inc. PROJECT JOB NO. DATE ///fe BY_SHEE7-_OF- G RV R2H Engineering, Inc. PROJECT SUBJECT JOB NO. &*-/// DATE Ufa SHE6T--72.OF. R2H Engineering, Inc. PROJECT JOB NO. DATE SHEET -73 OF- Q -_i— BY. R2H Engineering, Inc. PROJECT. SUBJECT- JOB NO. DATE—J SHEET.OF- ing: j i_S&_ J\04 NS *> V...S* 1 ^ ~>S* ;^~"^- -»K> T^. A -^ "_" •H~C* "t*~— J UL-I^-^-———. H-3-tr-V^'j^ -A—^—^i- -li—:- 4 -V) <aS !*- ~O BY_ R2H Engineering, Inc. PROJECT U&L SUBJECT- JOB NO. UMSI SHEET 75 OF- ±z£ /r -L12?1 "ftfi* *3»1 •«i _4~ i i RV R2H Engineering, Inc. I/MPROJECT t±Lt SUBJECT 6fW£ /JP A"3 JOB NO. &#// DATE tf/0 SHEET QF R2H Engineering, Inc. PROJECT 30 JOBN0. DATE a BY_Q..R.prT *^eAtmu^ Uitie lo£&x*)0? SHEET 77 OF ?- •f —H^ ^ a^ H-^& i c R2H Engineering, Inc. PROJECT NO. RV SHEET "78 OF- " ....... 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' rr-S^**'.! iri 4* 7. ,. ^—y..... . .. — _ i/ ™ _ - „ . .„. .;$2L.*36L ^-M^ . ..- . . - .—— (^:%i$'^::~ :<&&* :;:: tfi^ ; ";.:'": *r^iy& - '^zm±2;^^ wfr^&\^^3^^:^£± : ::.::":: :T".I™~ l"*:i::^4*i::v::: r: ::;:::; te j ^ nrnrrj..!'!_!>. 3"ii*i3^~^iiir~ci.-."T.';^^0:^:2^$ :~""~- ...... t . ;—s— . ~-^^1-«-~l$£f6fc ~~ """">"-jfe R2H Engineering, Inc. PROJECT BY SUBJECT JOB NO. DATE SHEET-OF- G ftfr/*:#>')- : "****! P2- l>455 ^ BY_ R2H Engineering, Inc. PROJECT- SUBJECT_ JOB NO. HATP SHEET OF- _/ /* ':#$"*. fc~* <<&<? .^3 * ^ . R,tH R2H Engineering, Inc. O BY- PROJECT SUBJECT. JOB NO. DATE — Of- SHEET.OF- IfflWfc- tfff* v< Jf. i.«*° " JIT G :ftfr 70${,1 //I ..1* flty*. .*&*<• :^^ -H »f*"V* 744- .M" H-7 -37.7 *" R2H Engineering, Inc.JOB NO.&T&H BY.. PROJECT SUBJECT.SHEET.OF- BY_ R2H Engineering, Inc. PROJECT i<0T SUBJECT JOB NO, DATE SHEET.OF- -fl^~. n RjH Engineering, Inc. BY_ PROJECT SUBJECT. JOB DATE- SHEET ^fe^ Ij -g ;l^j 3t M l~r c R2H Engineering, Inc. PROJECT SUBJECT JOB NO. DATA- SHEET-OF- ^/ £^xr~1f—*f- iz: •r-,*^4 -j> :(W frp. ^_^ Jr-!S£IZ*- •** ^L-.-y:—^(l vy//*>7teT- R2H Engineering, Inc. PROJECT JOB NO. DATE II in IFPT L ,*,TfirMiL. -SHEET.OF- i *' —(. ___ _ __ ^^_.^£Z"2^4 I i t I it. ^1-^W- 1 i i ! I i 1 ! I I R2H Engineering, Inc. PROJECT JOB NO. DATE SHEET OF_ R2H Engineering, Inc. PROJECT _L2H BY - MS?*. DATE_ SHEET.OF- U 37x114' -PLtn en m m. SL gl: .^*£e_IIl_:#/&:^^ '-j&4<i* - 7:. s^ ^/j^r. R2H Engineering, Inc. PROJECT a RY 4~1g SUBJECTJlAi A JOB NO.- DATE — SHEET.w OF- > zd i^i •=^ ^.«?t< 4u-:««:.* ljDM*U-_«: _!^ -£> r ,4, NOV.-Oo'95(FRI) 10 = 46 SOV -Or95(THU] 16U9 1H4-1995 06-48:08 TJM CARLSBAD TJM CAHLS8AD TEL=619 434 3373 TEL-619 434 3373 P.Q02 P. 003 M.« 113031877 S1M1 120251 hge l of 1 HIJTsil tru Joist Kac 300 CcUiai Village Dr. Cnlstad Ca. Ca 92008 BU ffiont: 728 1793 laia: JW IWl Froject law: CarUnd bsiarca Ctr. Lot 33I34 Taga Titla: Carlsbad, Ca. Based cm illovablt Straw DisifD (jftl) ID buildup code for Cutoi TJH ipphcatioa Floor - Cos. jj tad ClassUieatiflii rioor Load Dvntloi Fictor 1.00 tin LaiKpsf) IDO.a Dwd Loadtpsi) 25.11 uf This is fat TJM product* tie product valnu sltovo ire in accord application, iopat design loads eoaforu&CB vith tht duig& C09ceat:ated load teqairtuits :or SaiiauiStart Ib) 1333 toic:ioi(lb) 1333 Hoiiat(ft-lb) 5333 live Otfl.(ii) total Din. (is) Hai. Itactioo Toul(Lb) CiveJli) limited Big. UogUfio) Dftsiga 1333 1333 i333 0.350 0.433 *i 1333 10(7 2.01JH) Ulovabls < 1925 * 1333 c 9212 C MOO< o.aoo fc»: - 1333 1067 2.07(1) OiUectioa Critiria (HI) LI Hail TtDefl Spin 1 C/480 C/210 11.315' fJI[i)/55C JOISr i 16.fl' o/c ... 1.100 loof Slapi(ia/ft) I.OfiQ ?lwr 9tekiA9 6 lepetitifi BMkr 3je T liliforcri Onrtajgs I/I 0.00' I : I 1 II £ T S I S - voids tliu 5 9 d bilo« U output froa softraxa daviloptd br Tns Joiat Hacaillan(?Jl}. ea vita Jarrait TK aitarials ud code aeetoeed lesigi >aluu. Tne ^pacific pcoduct and stJtii diainsiou bars beta provided br others, bare not bieii cbecked for of ttie builiiag, and have not beia relieved br TJ5 taodard aas-ruidtBCial floors kave bats Control 1444 Lt. ead Spaa l uadar Floor loading 1004 fleariaj 1 uder Floor loiiUj -^ 1744 an Spas 1 under Floor loading- U54S HIO Spaa 1 undtr Floor loidisg -^ 1/439 in spaa l naov Floor BIX. Oairacad (e) 13!5 br tru Joist Bi is a registarad tradewrlt ofM-SuiartH) u a tradeiatl of 02 '95 IS:17 Ulan, a lUittd ru Joist iacUil HtcMillaa. 8oiisr Idaao. 619 434 3373 PflGE.03 HOY.-03^95IFRI) 10 = 46 TJH CARLSBAD HOV. -0195(THU) 16 = 19 TJM CAULSBAD TEL:619 434 3373 TEl:619 434 3373 P. 003 P. 004 11-44-1995 TJ-SiiiHj(TH) rt.U 11503(07? SlQfll 120251 tni Jout lie Sillaa 30Q Carlitai fillip 3r. Carlsbad Ca, ft HOOS 5U Pbflfle. 12« U93 9ift I of 1 HUT.S1I Rue: JIT LOVE Project !ut: Carload Icseard Ctt. lot 33 i 3« Ian ttili: Carlsbad. ft. Bud u illmUi Sltass tosiga (kiD} 151 bniiiiag call for Cnstoi TJ1 pndacts Jpplicitioi Floor - CM. toad ClttsificUiw floor Coa^ DantidB factor l.M Liw toad(psf) lDfl.0 Head taadtai) 25.0 Qiflictiot Criteria [M] U Defl IS Di.n Spaa L 1/4SQ U24fl Bute DM WIS! aubiiTopSlopUo/ft)... O.IDO loof Slopt(in/ftl B.lfll leekiiff 6 SMbtz Qn r leUforead QreriaBfls I/A 10" ttl|l)/3tt I IS,5' o/c This analysis foe TJd oroducts fl.oo4 r r,~ S I I S 1 i i L T S I S - fctis S I !b< aaalysh prasearad btlov is aatpot froi sofcvan developed by trw Joist toc«Ulaa{OT). Ulmble product filves saow arc la iceurdaies vitb carrm TJB aatiriils aad cods acctptsd duian faints, fae specific product application, inptt i«si$a lo^ds laad sfcatad dinasions Have hiea providad 117 otto, Hare not bin ettckad for vith tei design aianiagj of taa bailiiiag, aad lure aot b«« iatu«d bj fJI Injinnriag. load reipiieitati fat j'taadard Boa-nsidtntul flaors hie beta coasidartd. SUarflb) Ouigai lllowabli Control lutat(ft-lb) life Defl. (in) tottl Itfl.(ia) Bu. liaetiaa total (Li) 1080 1001 3000 1000 1000 3080 O.US < 1I2Q ( 1255 < 4826 C 0.300 ' 172) IT. tad Spin 1 under Saft loadiag 125% Reiriag 1 mder ?loor loidiag -" HQ Spaa 1 nder Floor loading ^ HlJt Spu 1 nadir Fiaor loading ^ 9ID Spu 1 under floot loading -" >ao 1 logo 103 lt*oirtd Brg. Sai. Oabraccd Uigta(U) 1000 BOD (cj 1595 hf ftas Jeufe Ka( wl(l) b 4 rtjiiterid tradmrt of tJ-SUiaj(tH) ia i tradnart of Tra Ilia, a liiited putitrshiv, 3aL«, Idaho. hu Joist ladfUlas. doist lacBUUa. 11W I. W«tJ •"* 11 IVl f * V " NOV.-0*^5 (THU) 16:IS TJH CABLSBAD 11-04-1595 TEL:619 434 3373 »4.« 115031077 altOl 129251 fro Joiit Bae Hillaa 300 Carload nilaga Dr. Carlsbad Car Ci OU Mm: 72fl 1793 P. 002 lap 1 of 1 BtSt_siz 102. Hut. JIT ton Jrajeet Baui Cirlad lisiazcb Ctt. lot 33 fc 31 Fiji tttlr Carlsbad, Ca* Sast* OK illwablt Straw fcsigi [f D) m baildia? cada for Cnstoi fJH products IppUcatua HOOT - Coi.ClusificatioB Tlaor BMitioa Fictor l.OQ Life toad(pii) 109.H Dud L3ld(pif) 23.1 Ditltction Criteria {Hi} UBifl TLOifl Spas 1 E/SflO 1/240 2I1 tJI(T9) OKI TO TWSS 4 IfiJ" 0/e loof Slop«{ia/£t] a.810 rioor Dtcki&g 6 Iipititifi lubu Etc* I Ulaforctd Overtop I/I 211 9.001 fbzs analfiii for TJU products -— SMS 1 B H Y S I S - 1 S 3 - Substitution ioids this The analysis prtsaatted belov is output froi software derelopid b? Tins Joist JicXUliifna). U10nbl« ?rodocr vahas sbovo ire ia accord&ce vitti cunnt TJH wtsrub ud codi aeeapt»d design Talus, fta specific prodtct design loid£|[)ad sUtsd Uncasioas lave beea provided br otiars, Jute not beta checked for ;= caofanaacs with tbe desiga dravioo^ of the building, ud oan not been rmaved b| tJB engineering. rbe ape »ib truss analfsis prtoiarad below is avoroxiiata. Ill apan web trusses are custoi dssigned to carr? specific duiga loads for aaca ;rofpt, ictnal tnss npacit? «aai fabiieatee is liiiled to cbat rsqiirtd to resist Uespteifltd loads. I andard aao-:«idiatiil floors bava beta considired. ippm. clip Uigfet. 1.525", Ippror clip vidti: 7.1!v TO? {B-CUFI ipprox. clip hiigkc: 1.525*. ipprot. clip vidth: 7.1fl' TO? (U-CIM) illovjbli Coatrol = 2333 ION IT. ud Sp» 1 nd«r lloot Ifiidla? ( 17070 1074 RID Spu 1 aider Flair loading^ ( 0.5(0 L/622 BIB Spao 1 ndtr Tloor < LiflO 1/491 BIB Span 1 uitr floor load tigviraiuts for Pricia? Loadfplf) = U6 rbe optliiisil tnss dapcb Is 30V Lift tearim: IQP-iil llloved cooictU)' TOP Rigat Mating: TQ?-4U illovad choice{:}: 10? Sbtar(lb)2331 1S602 Besi; IU3I tin Bin. (ii)total 0.67S lu. Uaetloa Totil(lb) CiTe(lb)233? 18(1 Hi. Qabracid 1.75 (c) 19» br TT83 Joist Ha TJl(H) aad H-Siiiaj(T8} art tradw r1 2333 1BS7 1.73 72 a llaitad paxUerslip. Boha, liabo. anrks o! Tru Joist R2H Engineering, Inc. PROJECT L*g"1 SLXZ SUBJECT Ptfmz Jtfivrs. T» -rlur DATE SHEET lD3 OF. Lu - 1.5 J s -,rl \ —> M TT R2H Engineering, Inc. PROJECT JOS NO. DATE — sneer . lO*i_OF 2=1 r ™JD MALL assia» *::«. CX'SCITT w Ln./rr. KITH snos i t& is. o.c. i IN ?c F* £ 1 1.2 1.33 ?S: PSi KSM * K t 1.5-j 1 1.50 1 !COO 1450 170Q KT 2.30 4.00 5.00 4.30 7.0Q 3.00 ?.3Q 1G.QQ 11. OQ 12.00 12.00 I/d 10.2? 11.71 17.14 20.57 24.00 27.43 50.34 34.2? 37.71 41.14 44.57 14.00 [ 43.00 F-c l.25?*c l.,wr'c 1000 1231 1323 930 121 1 1234 TO 1134 1217 a?a losi 1092 in aai as5 473 473 473 534 53o 334 434 4W 4?4 33? 33? 35? 301 301 2Q! 2£7 257 257 221 221 22! KG *!7Hwaf acff HUH HIHS os n-aic LOACS 27.47 21.75 2I.?i 1 U. 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DATE — BY_SHEET IIQ OF- R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/02/95 Page: \\\ u STEEL BEAM DESIGN FLOOR BRAN FBI RRAM DATAomul uain Center Span LengthLeft CantileverRight CantileverUnbraced Length Beai ft. is ADDED To Live Load Hot Acting FyLoad Duration Factor Beai Bnd Fixity Dead LoadLive LoadDistance To StartDistance To End s s 24.00ft 0.00 ft 0.00ft 0.00ftapplied loadsvith Short Ten= s : 2 = s s 36 ksi 1.00 Pin: Pin 0.18 k/ft 0.30 k/ft 0.00ft 24.00ft A1SC Section :Section Depth z Heb Thickness =Section VidthFlangeSectionSectionrT, y Thickness AreaHeight APPLTRDHCCUlltV Tin T f nraUDJ.1U&B = s = LOADSUvoViJ tTFBT "HPTTfflf MT1OlBflJj 3aLllUfl UAla — wl4x22 13.74 0.230 5.00 0.335 6.49 22.04 1.25 in in in in in2 *in Ixx lyy Sxx Syyr:ix r:yy s 199 7 28 2 5. 1. .00 .00 .97 .80 537 039 in4 in4 in3 in3inin SUBlAfiY USING v!4x22, Max Stress Ratio = 62.401, Min Defl. Ratio = 447.96 MaiiiuiS . . . Moient = Stress -Shear =Stress =Deflection =fb / Fb : * fv / Fv : * Kin. DL Defl Min. TL Defl Actual 35.8 14.83 5.96 1.89 -0.643 HI MX Ratio = Ratio = inouiuui awnrut&iAllowable 57.4 23.76 45.51 14.40 0.624 0.131 1130.01 447.96 k-ft ksi k ksi Noients.. M+ N- Shears... Deflection.. at Reactions Reactions 8 Center =i Center =i Left = % Right =i Left =i Right = 0 Center = 9 Left =i Right = 0.00ft = % Left f Right Placed for Hax 35.8 5.96 5.96 -0.643 0.000 0.000 5.96 5.96 ur iiuou \.vnoiaan Dead Load DL OnlyV«*J 14.2 0.0 0.0 0.0 2.36 2.36 -0.255 0.000 0.000 0.000 2.36 2.36 LL8Cntr 35.8 0.0 0.0 ,0.0 5.96 5.96 -0.643 0.000 0.000 0.000 5.96 5.96 .vaa -—• -'-•-•• •• + Loads Placed as LL+ST eCntr 0.0 0.0 0.0 ' 0.0 0.00 0.00 -0.255 0.000 0.000 0.000 2.36 2.36 LL eCants 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 follows LL+ST eCants 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 k-ft k-ft k-ft k-ftk k in inin in k k V4.4B (c) 1983-95 8HERCALC R2H EKGIlEExIBG, K8060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/02/95 Page: u STEEL BEAM DESIGN FLOOR BUM FB2 BEAK DATA Center Span Length = 16.00 ft Left Cantilever = 0.00ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ftBeat St. is ADDED To applied loadsLive Load Hot Acting with Short TenFy = 36 ksiLoad Duration Factor = 1.00 Beat Snd Fixity : Pin. -Pin Dead Load = 0.20 It/ftLive Load = 0.80k/ft Distance To Start = 0.00 ft AISC Section Section Depth Keb ThicknessSection WidthFlange ThicknessSection AreaSection HeightrT, y APPLIED Unifori LOADS Loads STEEL SEC f!4i22 13. 74 in 0.230 in 5. 00 in 0.335 in 6.49in2 22.04 1 1.25 in TTftI niTJl IxxJyySxx Syy r:xx r:yy = 1997 28 2 5. 1. .00 .00 .97 .60 537 039 in4 in4 in3 in3 in in Distance To End 16.00ft USING w!4x22, Max Stress Ratio = 57. Maxims... ActualMoaent = 32.7Stress = 13.55 Shear = 8.18Stress = 2.59Deflection = -0.261 fb / Fb : t tax fv / Fv : t MIMin. DL Defl Ratio =Min. TL Defl Ratio = 021, Min Defl. Allowable 57.4 k-ft23-76 ksi 45 14 0. 0. 3384 735 .51k .40 ksi 570 180 .38 .25 Moments.. H+ M- Shears... Deflection.. atReactions 'Reactions i auniuu.1 — .— — - Ratio = 735.25 TABULAR SUMMARY Placed for Mat 0 Center0 Center8 Left 0 Sight0 Left0 Right0 Center0 Left0 Right0.00 fti Lefti Right _ = s = B S 5 = s s s s 32.7 8.18 8.18 -0.261 0.000 0.000 8.18 8.18 OP LOAD flnm-rmiPTnve Dead Load t Loads Placed as followsDL LL LL+ST LL LL+ST Only Stfntr flPntr ftfants (tfantsw***/ 7.1 0.0 0.0 0.0 1.78 1.78 -0.057 0.000 0.000 0.000 1.78 1.78 32.7 0.0 0.0 • 0.0 8.18 8.18 -0.261 0.000 0.000 0.000 8.18 8.18 0.0 0.0 0.0 0.0 0.00 0.00 -0.057 0.000 0.000 0.000 1.78 1.78 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 O.Ok-ft O.Ok-ft O.Ok-ftO.Ok-ft 0.00k 0.00k 0.000 in0.000 in0.000 in0.000 in 0.00k 0.00k V4.4B (c) 1983-95 EMKRCALC R2H SHGIKBBRIHG, H060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BBAMS Date: 11/02/95 Page: / STEEL BEAM DESIGN PLOOR BBAM FB3 flRlH IttTlBUR UninCenter Span Length Left Cantilever =Right Cantilever =Unbraced Length = (tumor PDAVTfltt niwi 10.00ft 0.00ft 0.00ft 0.00ft Beai It. is ADDED To applied loadsLive Load Hot Acting vith Short TenpyLoad Duration Pactor = Beai Bnd Pixity : Dead LoadLive Load =Distance To Start =Distance To Bnd = DSIHG v!2xl4, Max Stress Maiiauis... Actual Honent = 19.8 Stress = 15.97Shear = 7.92Stress - 3.33Deflection = -0.139fb / Fb : * ux fv / Fv : t ux Hin. DL Defl Ratio = Hin. TL Defl Ratio = 36 ksi 1.00Pin: Pin 0.32 k/ft 1.25 k/ft 0.00ft 10.00ft Ratio = 67. Allowable 29. 5 k-ft 23. 76 ksi 34.30k 14. 40 ksi 0.672 0.231 4101.41 865.07 AISC SectionSection DepthWeb ThicknessSection Vidth UIUBW uB\.j.4ww untn : ¥12x14 11. 91 in Ixx - 0.200 in lyy = = 3.97 in Sxx Flange Thickness -Section Area = Section HeightrT, y 221, Hin Defl. ; r ippi.THti T.ninQKCCUJ.au JJUAWO uniEon Loads ~* smnuBY Ratio = 865.07 MH1IT.1B1AOU1UU 0.225 in Syy = 4.16 in2 r:xx =14.12! 0.95 in CTTHIflpT r:yy rtn mmrftHDTBlT TOBC Dead Load t LoadsPlaced for lax Hoaents.. M+ i H- i Shears... Deflection., i atReactions 0Reactions i ) Center -) Center =§ Left =% Right =e Left * 9 Right = i Center = i Left *9 Right =0.00ft =LeftRight 19.8 7.92 7.92 •0.139 0.000 0.000 7.92 7.92 DL Onlyuu*j 4.2 0.0 0.0 0.0 1.67 1.67 -0.029 0.000 0.000 0.000 1.67 1.67 LL 8Cntr 19.8 0.0 • 0.0 0.0 7.92 7.92 -0.139 0.000 0.000 0.000 7.92 7.92 LL+STeCntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.029 0.000 0.000 0.000 1.67 1.67 S Placed asLL SCant s 0.00.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 86.60in4 2.36in4 14.88in3 1.19in3 4. 615 in 0.753 in followsLUST iCants 0.0 k-ft0.0 k-ft0.0 k-ft 0.0 k-ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k V4.4B (c) 1983-95 8IBRCALC R2H BKGIHSBRIXG, KV060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BBAHS Date: 11/02/95 : ||M STEEL BEAM DESIGN FLOOR BBAN FB4 BEAM DATACenter Span Length = 10.00 ftLeft Cantilever = 0.00ftRight Cantilever = 0.00 ftUnbraced Length = 0.00 ftBeat It. is ADDED To applied loads Live Load Hot Acting with Short TenFy = 36 ksi Load Duration Factor * 1.00Bean End Fixity : Pin; Pin Dead Load Live Load Distance To Start Distance To End = 0.= 0. : 0. = 10. 16 k/ft 25 k/ft 00ft 00ft USIHG ¥12x14, Max Stress Ratio = 18. Maxinuis... ActualHoient = 5.3 Stress = 4.28Shear = 2.12Stress = 0.89 Deflection = -0.037fb / Fb : * in fv / Fv : t «x Kin. DL Defl Ratio = Hin. TL Defl Ratio = AISC Section Section DepthHeb Thickness =Section NidthFlange Thickness =Section Area Section Height =rT, y iDDT.rvn i.rtinc1U Ell&BU UV TTn-tfrti-n I.rt Ol/W ado STEEL SECTIOK D«12xl4 11.91 in In 0.200 in lyy3. 97 in Sxx0.225 in Syy4.16in2 r:ix14.121 r:yy0.95 in RTflAIA X 66.60 in4 2.36 in4 14.88 in3 1.19 in34,615 in 0.753 in cmminv 00*, Hin Defl vvniuukj. . Ratio = 3231.09Timn.w cmn»Y m T.ftiniiujvuaAllowable 29.5 k-ft23. 76 ksi 34 14 0. 0. 7870 3231 .30k .40 ksi 180 062 .13 .09 Noients.. Mt H- Shears... Deflection.. at Reactions Reactions i Center9 Center 8 Left 8 Right 8 Left 8 Right 8 Center 8 Left 8 Right 0.00ft 8 Left 8 Right _ • s = s s -s -5 s = Jl uwnnnA^ Placed for Max 5.3 2.12 2.12 -0.037 0.000 0.000 2.12 2.12 MliniT«<PTft« Dead Load + Loads Placed as follows DL LL LL+ST LL LL+STOnly iCntr 8Cntr iCaats iCanta^ 2.2 0.0 0.0 0.0 0.87 0.87 -0.015 0.000 0.000 0.000 0.87 0.87 5.3 -0.0 -0.0 0.0 2.12 2.12 -0.037 0.000 0.000 0.000 2.12 2.12 0.0 0.0 0.0 0.0 0.00 0.00 -0.015 0.000 0.000 0.000 0.87 0.87 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 O.Ok-ft O.Ok-ft O.Ok-ftO.Ok-ft0.00k 0.00k 0.000 in 0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 BX2RCALC R2H EffGIHSERIHG, 1*060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/02/95 Page: STEEL BEAM DESIGN FLOOR BEAM FB5 BCenter Span LLeft CantilevRight CantileUnbraced LenaBeat St. is I Live Load HotPy Load DurationBeai End Fixi Dead LoadLive LoadDistance To L Dead LoadLive LoadDistance To S Distance To E USING ¥18x35, Haxiiuns... Hoient =Stress =Shear = Deflection =fo / Pb : \fv / Pv : IDin. DL DeflKin. TL Defl BAN DATA ength = 22.00ft AISC Section : er = 0.00ft Section Depth = ver = 0.00ft Heb Thicknessth : 0.00ft Section SidthDDED To applied loads Flange ThicknessActing with Short Ten Section Area * 36 ksi Section Height Factor = 1.00 rT, yty : Pin: Pin APPLIED LO Concentrated = 2.36k = 3.60koad = 6.00ft Onifom Lo * 0.30 k/ft= 0.80 k/ft tart = 0.00ft nd = 22.00ft SUNKAil Max Stress Ratio = 76.871, Min Defl. Ratio = 50TAI Actual Allowable87.7 114.1 k-ft18.26 23.76ksi16.82 76.46k3.17 14. 40 hi Moients.. M+ 9 Center-0.519 M- 9 Center ux 0.769 « Left •u 0.220 9 Right Ratio = 1603.60 Shears... 9 LeftRatio = 508.99 8 RightDeflection.. % Center a Left § Right at 0.00 ft Reactions 8 Left Reactions t Right ADS Loai ads STEEL SECTIOM D vlBx3517. 70 in In 0.300 in lyy6. 00 in Sxx 0.425 in Syy 10.30in2 r:xx 34.97* r:yy 1.49 in is 18.99BllUfi SUKMA2Y Placedfor Max : 87.7 16.82 14.11 -0.519 0.000 0.000 16.82 14.11 OF LOAD COMBIIAT] Dead Load DL LL Only eCntr 28.0 -0.0 0.0 0.0 5.40 4.33 -0.165 0.000 0.000 0.000 5.40 4.33 87.7 -0.0 0.0 0.0 16.82 14.11 •0.519 0.000 0.000 0.000 16.82 14.11 = 510. 00 in* 15.30in4 57.63in3 5. 10 in3 7. 037 in 1.219 in roil t Loads Placed as followsLL+ST LL LL+STeCntr aCants iCants 0.0 0.0 0.0 0.0 0.00 0.00 -0.165 0.000 0.000 0.000 5.40 4.33 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k-ft 0.0 k-ft 0.0 k-ft0.0 k-ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k V4.4B (c) 1963-95 ERERCALC R2H BHGIHEERIBG, KN060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111FLOOR BEAMS Date: 11/02/95 Page: STEEL BEAM DESIGN FLOOR BUM PB6 BEAN DATA Center Span Length Left CantileverRight CantileverUnbraced LengthBeai It. is ADDED To afLive Load Hot Acting vi Py Load Duration FactorBeai End Fixity Dead LoadLive LoadDistance To Load Dead LoadLive LoadDistance To StartDistance To End DSIHG ¥27x84, Max Stre Maxiiuis... Actual Moient = 368.5Stress = 20.72 Shear -- 33.47Stress = 2.72Deflection = -0.889fb / Fb : * MXfv / Fv : \ aix Min. DL Defl Ratio =Min. TL Defl Ratio = = 35.00ft A1SC Section : 0.00 ft Section Depth0.00 ft Reb Thickness0.00ft Section Hidth •plied loads Flange Thickness th Short Ten Section Area == 36 ksi Section Reight == 1.00 rT, y: Pin: Pin APPLIED LO Concentrated= 6.10k = 16.20k = 20.00ft Unifon Lo = 0.30 k/ft= 0.80 k/ft= 0.00ft= 35.00ft SOMMABI :ss Ratio = 87.201, Min Defl. Ratio = 41TA Allowable422. 5 k-ft23. 76 ksi176.93k14. 40 ksi Moients.. M+ 9 CenterM- 9 Center0.872 9 Left0.189 9 Right1569.12 Shears... 9 Left 472.68 9 RightDeflection.. 9 Center9 Left9 Rightat 0.00ft Reactions 9 Left Reactions 9 Right IADSLoa ads STEEL SECTIOH D w27x84 26.71 in In 0.460 in lyy9.96 in Sxx 0.640 in Syy 24.80 in2 r;ix84.201 r:yy 2. 49 in da '2.68BULAR SUMMARY Placedfor Max = 368.5 30.2833.47 -0.8890.0000.000 30.28 33.47 I1T1 OF LOAD COMBIIAT:Dead Load DL LLOnly 9Cntr 109.8 -0.0 0.0 0.0 9.34 10.21 -0.268 0.0000.000 0.000 9.34 10.21 368.5 -0.0 0.0 0.0 30.28 33.47 -0.889 0.0000.000 0.00030.2833.47 = 2850.00in4= 106.00in4= 213.40in3 21.29 in3= 10.720 in2.067 in [QIS+ Loads Placed as followsLL+ST LL LL+STiCntr iCants ICants 0.0 0.0 0.0 0.0 0.00 0.00 -0.268 0.000 0.000 0.0009.34 10.21 0.0 0.0 0.0 0.0 0.00 0.000.000 0.000 0.000 0.0000.00 0.00 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in0.00k0.00k V4.4B (c) 1983-95 EHERCALC R2H EI61HEERIR6, KR060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95I11 FLOOR BEAMS Date: 11/02/95 Page: STEEL BEAM DESIGN FLOOK BEAN FB7 BCenter Span LLeft Cantilevlight Cantile Unbraced LenaBeat Ht. is ALive Load Hot Load Duration Beat End Fixi Dead LoadLive LoadDistance To L Dead LoadLive LoadDistance To SDistance To E USIHG vltxU, Maxiauis...Moient =Stress = ShearStress = Deflection =fb / Pb : *fv / Fv : \Min. DL DeflKin. TL Defl BAM DATA ength = 23.00ft A1SC Section :er = 0.00 ft Section Depth =vet = 0.00 ft Keb Thickness = tb = 0.00ft Section Ridth DDED To applied loads Flange Thickness =Acting with Short Ten Section Area == 36 ksi Section Height Factor « l.QO rT, yty : Pin: Pin APPLIED LOConcentrated= 0.90k 1.70k= 1.30k 6.20koad * 5. 00 ft 16. 00 ft tfnifori Lo= O.l8k/ft = 0.30 k/fttart ; 0.00ftnd = 23.00ft SUMMARYMax Stress Ratio = 75.46*, Min Defl. Ratio = 45 UActual Allowable70.6 93. 5 k-ft17.93 23. 76 ksi11.85 62.88k 2.71 14. 40 ksi Moients.. M+ 9 Center-0.605 M- 9 Center•ix 0.755 9 LeftMX 0.188 9 RightRatio = 1385.99 Shears... 9 LeftRatio = 455.94 9 RightDeflection.. 9 Center 9 Left 0 Rightat 0.00 ftReactions 9 LeftReactions 9 Right IADSLoa ads STEEL SECT10I E t!6l3115. 88 in Ixx 0.275 in lyy5. 53 in Sxx 0.440 in Syy9.12 in2 r:xx 30.971 r:yy 1.39 in ds .5.94 BULAR SUMMARY Placed for Max « 70.6 10.00 11.85 -0.605 0.000 0.000 10.00 11.85 IAT1 OF LOAD COMB1IAT] Dead Load DL LL Only 9Cntr 22.4 •0.0 0.0 0.0 3.65 3.80 -0.199 0.000 0.000 0.000 3.65 3.80 70.6 -0.0 0.0 0.0 10.00 11.85-0.605 0.000 0.000 0.000 10.00 11.85 = 375.00in4 12.40in4 47. 23 in] 4.49in36. 412 in 1.166 in [OH5 + Loads Placed as follows LL+ST LL LL+ST eCntr «Cants Wants 0.0 0.0 0.0 0.0 0.00 0.00 -0.1990.000 0.000 0.000 3.65 3.80 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in0.00k 0.00k V4.4B (c) 1983-95 SHERCALC R2H EI6IHEERIHG, IV060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BBAMS Date: 11/02/95 STEEL BEAM DESIGN FLOOR BEAM FB8 BEAM DATACenter Span LengthLeft CantileverRight Cantilever =Unbraced Length =Beat It. is ADDED To applLive Load Not Acting withFy Load Duration Factor = Beat Bod Fixity : Dead Load =Live Load =Distance To Load = Dead Load = Live Load = Distance To Start = Distance To End * USING vl6x26, Max Stress Haxiiuis... ActualMoient = 54.3Stress = 17.00 Shear = 12.04 Stress = 3.07Deflection = -0.896fb / Fb : * HIfv / Fv : i ux Min. DL Defl Ratio = Min. TL Defl Ratio = 28.00ft 0.00 ft 0.00 ft 0.00ft ied loads Short Ten 36ksi 1.00 Pin: Pin 1.70k 6.20k 4.00ft 0.15 k/ft 0.20 k/«t 0.00ft 28.00 ft Ratio - 71. Allowable 76.0 k-ft 23.76ksi56.48k 14.40ksi 0.715 0.213978.52 374.94 AISC Section :Section Depth Heb Thickness ~Section Hidth =Flange Thickness =Section Area =Section Height = rT, y APPLIED T,A1D5 . Concentrated Load 54*, Min Defl. Moients.. Mi M- Shears... Deflection.. atReactions fReactions i ITIMIWRY . STBEL SBCTIOI DJ¥16x26 15. 69 in Ixx 0.250 in lyy 5.50 in Sxx 0.345 in Syy 7.68 in2 r:u 26.081 r:yy 1.36 in Ratio = 374.94 TABULAR SUMMARY OF Placed for Max 0 Center = 0 Center = 0 Left = 0 Right =0 Left = 0 Right = 0 Center = 0 Left = 0 Right = 0.00ft = I Left ) Right 54.3 12.04 6.39 -0.896 -0 0.000 0 0.000 0 0 12.04 6.39 LOAD COKB1XAT Dead LoadDL LL Only 0Catr 20.8 0.0 0.0 0.0 3.92 2.71 .343 .000 .000 .000 3.92 2.71 54.3 0.0 0.0 0.0 12.04 6.39 -0.896 0.000 0.000 0.000 12.04 6.39 Tflll + LoadsLL+ST 0Cntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.343 0.000 0.000 0.000 3.92 2.71 - Placed asLL eCants 0.0 0.00.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 301.00 ia4 9.59in4 38.37 ia3 3.49in3 6.260 in 1.117 in followsLL+ST 0Cants O.Ok-ft O.Ok-ft O.Ok-ft O.Ok-ft0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k G V4.4B (c) 1963-95 BHERCALC R2H BBGIVBERIHG, »060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/02/95 STEEL BEAM DESIGN FLOOR BUN PB9 BEAM DATACenter Span LengthLeft CantileverRight CantileverUnbraced Length BeaiHt. is ADDED To Live Load Hot Acting FyLoad Duration FactorBeaa End Fixity = 12= 0 = 0 = 0 .00ft .00ft .00ft .00ftapplied loadswith Short Ten s 1 : Pin: 36 ksi .00Pin AISC SectionSection DepthNeb ThicknessSection Width ST88L SSCTIOH D : ¥12x14 11.91 in s s Flange Thickness -Section Area =Section HeightrT, y s s iDDT.TBit T.nsnc 0. 3 0. 4 14 0 200 in.97 in225 in .16 in2 .12*.95 in Ixx lyySxx Syy r:xi r:yy KTl — s -* s 88.60ia4 2.36in4 14.88in3 1.19in3 4. 615 in 0.753 in /*««««-fc»"^«J T««J» Dead Load Live LoadDistance To Load Dead Load Live LoadDistance To StartDistance To End = 0. = 1. = 5. = 0. = 0. = 0. = 12. 90k 20k 00ft 15 k/ft 20 k/ft 00ft 00ft USI8G ¥12x14, Max Stress Ratio = 42. Maxinuns... ActualMoient = 12.5 Stress- 10.07Shear = 3.41Stress = 1.43 Deflection = -0.115fb / Pb : * BIX fv / Fv ; I MX Din. DL Defl Ratio = Min. TL Defl Ratio = 38V, Min Defl. Allowable TiTiifnrB LflaHfl ItlHHMY Ratio = 1251.83TSRITUBlaouiuu 29. 5 k-ft 23 34 14 0. 0. 2836 1251 .76 ksi,30k .40 ksi 424 099 .68 .83 <:nHH1D7 flPtlVnnBMA we Placedfor Monents.. M+ l) Center = H- e Center = Shears... « Left * « Right = SLeft = 8 Right * Deflection.. a Center = -0 at Reactions * Reactions 8 8 Left = 9 Right = 0.00ft = Left Right 00 Kax 12.5 3.41 3.06 .115 -0 .000 0.000 0 03.41 3.06 LOAD rmramvTAVC Dead Load + Loads DLOnlyw***j 5.5 0.0 0.00.0 1.51 1.36 .051 .000 .000 .000 1,51 1.36 LL«Cntr 12.5 0.0 0.00.0 3.41 3.06 -O.H5 0,000 0.000 0.000 3.41 3.06 LL+ST§Cntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.0510.000 0.000 0.000 1.51 1.36 Placed asLLICants 0.0 0.0 0.00.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 follo¥8LUSTeCants 0.0 k-ft0.0 k-ft 0.0 k-ft0.0 k-ft0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k Q V4.4B (C) 1983-95 EXERCALC R2H BIGIimiBG, H060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/02/95 ZO STEEL BEAM DESIGN FLOOR BEAN FB10 B Center Span LLeft CantilevRight CantileUnbraced LenaBeat Ht. is ALive Load Hot*yLoad DurationBean End Fixi Dead LoadLive LoadDistance To L Dead LoadLive LoadDistance To SDistance To B USING w!6x31, Maiimias... Mosent =Stress =Shear =Stress = Deflection = fb / Fb : *fv / Fv : I Min. DL DeflMin. TL Defl ISAM DATA ength = 19.00 ft AISC Section : er = 0.00 ft Section Depth =ver = 0.00 ft Heb Thicknessth = 0.00ft Section HidthDDBD To applied loads Flange Thickness =Acting with Short Tert Section Area =36 ksi Section Height -Factor = 1.00 rT, yty : Pin: Pin APPLIED LOConcentrated ; 1.50k 3.60k 2.40k = 1.90k 6.40k 3.60koad = 1.00ft 9. 00 ft 14. 00 ftUnifora La = 0.16 k/ft= 0.25 k/fttart = 0.00ftnd = 19.00ft SUMMAR1Kax Stress Ratio = 88.841, Kin Defl. Ratio = 50Til Actual Allowable83.1 93.5 k-ft21.11 23. 76 ksi14.25 62.88k3.26 14. 40 ksi Moments.. M* « Center-0.455 M- 9 Center•ix 0.888 9 Left•IX 0.227 9 RightRatio = 1285.81 Shears... 9 LeftRatio = 501.29 9 RightDeflection.. 9 Center9 Left« Rightat 0.00ft Reactions 9 Left Reactions i Right ADSLoa iads STEEL SSCTIOH 0 W16X31 15.88 in Ixx 0.275 in lyy 5. 53 in Sxx 0.440 in Syy 9.12in2 r:xx30.971 r:yy 1.39 in rt." 11.29BULAR SUMMARY Placedfor Max =' 83.1 14.25 13.53 -0.455 0.000 0.000 14.25 13.53 I1TB = 375.00 iB4 12.40 in4 47.23in34.49 in3 6. 412 in 1.166 in OF LOAD CGMBHAT3 Dead Load DL LL Only iCntr 32.1 -0.0 0.0 0.0 5.76 5.37 -0.177 0.000 0.000 0.000 5.76 5.37 83.1 -0.0 0.0 0.0 14.25 13.53 -0.455 0.000 0.000 0.000 14.25 13.53 rnii1! + Loads Placed as followsLLtST LL LUST tCntr eCants Hants 0.0 0.0 0.0 0.0 0.00 0.00 -0.177 0.000 0.000 0.000 5.76 5.37 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.0 k-ft0.0 k-ft0.0 k-ft0.0 k-ft o.ook 0.00k 0.000 in 0.000 in 0.000 in 0.000 in 0.00k 0.00k V4.4B (c) 1983-95 EIBRCA1C R2fl BIGI8SERIRG, 0060291 R2H ENGINEERING INC.Consulting Structural Engineers1 1545 West Bernardo Court Ste. 300San Diego California 92127 STEEL BEAM DESIGN FLOOR BEAN FB11 BEAM DATA Center Span Length = 12.00 ft AISC Section : Left Cantilever = 0.00ft Section DepthRight Cantilever = 0.00 ft Deb Thickness =Unbraced Length = 0.00ft Section widthBeai ft. is ADDED To applied loads Flange ThicknessLive Load Hot Acting vith Short Tera Section Area = Fy =36 ksi Section Height =Load Duration Factor = 1.00 rT, y =Beaa End Fixity : Pin: Pin Dead Load = 0.50 k/ft Live Load = 2. 00 k/ft Distance To Start = 0.00 ft Distance To End = 12.00 ft SUMMARY USING w!4x22, Max Stress Ratio = 79.151, Hin Defl. Ratio = 706.26TABULA!Haiinuas. . . Actual Allowable Moaent = 45.4 57. 4 k-ftStress = 18.81 23. 76 ksiShear = 15.13 45.51kJFH Stress = 4.79 14. 40 ksi Moaents.. M+ % Center = Hi Deflection = -0.204 M- 9 Center = ^ ft / Fb : I MX 0.792 9 Left = fv / Fv : tux 0.333 i Right = Min. DL Defl Ratio •- 3412.07 Shears... 9 Left = Hin. TL Defl Ratio = 706.26 9 Right = Deflection.. 9 Center = i Left =9 Right =at 0.00 ft =Reactions 9 Left =Reactions 9 Right = LOT 33/34 C95111 FLOOR BEAKS Date: 11/03/95 wl4x22 13. 74 in Ixx 0.230 in lyy 5.00 in Sxx 0.335 in Syy 6.49 in2 r;xx 22.041 r:yy 1.25 in I SUMMARY OF LOAD COMB I HAT Dead Load Placed DL LLfor Max Only 8Cntr 45.4 9.4 45.4 0.0 -0.0 0.0 -0.0 0.0 0.0 15.13 3.13 15.13 15.13 3.13 15.13 -0.204 -0.042 -0.204 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.13 3.13 15.13 15.13 3.13 15.13 TORI + Loads LL+ST9Cntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.042 0.000 0.000 0.000 3.13 3.13 Page: | 2| = 199.00in47.00in428.97in32.80in35. 537 in 1.039 in Placed as follows LL LL+ST 9Cants 9Cants 0.0 0.0 k-ft 0.0 0.0 k-ft0.0 0.0 k-ft0.0 0.0 k-ft0.00 0.00k 0.00 0.00k 0.000 0.000 in0.000 0.000 in0.000 0.000 in0.000 0.000 in0.00 0.00k0.00 0.00k Q V4.4B (c) 1983-95 EMERCALC R2fl EXGIHEERIHG, IH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/03/95 Page: STEEL BEAM DESIGN FLOOR BEAU FB12 BRIM MT1UUUI UninCenter Span Length = Left CantileverRight Cantilever Unbraced LengthBeat St. is ADDED To Live Load Mot Acting *YLoad Duration Factor Beai End Fixity Dead Load Live Load Distance To StartDistance To End = s s U.OOft 0.00ft 0.00ft 0.00ftapplied loadswith Snort Ten= s : = s s = 36 ksi 1.00 Pin: Pin 0.50 It/ft 2. 00 It/ft 0.00ft 16.00ft AISC Section ; Section Depth S Seb Thickness SectionFlange Section Sectionrr, y Kidth Thickness Area Height APPLIEDnrruiBU UnifnraV1L£LV*II 5 = = S T.OIDIuunuaT.naHsuuauD •iTIfltT TRfTTflfl MTU ¥16131 15.88 0.275 5.53 0.440 9.12 30.97 1.39 in in inin in2 fin In lyysix Syy r:xx r:yy = 375 12 47 4 6. 1. .00 .40 .23 .49 412 166 in4 in4 in3 in3 inin SUHNARY USING ¥16x31, Max Stress Ratio = 86.6U, Min Defl. Ratio = 559.49 Maxims...Moient =Stress =ShearStress =Deflection = fb / Fb : *fv / Fv : t Min. DL DeflMin. TL Defl Actual 81.0 20.58 20.25 4.64 -0.343 •IX nixRatio =Ratio = ijujuiuui avnmuLiAllowable93.5 23.76 62.88 14.40 0.866 0.322 2666.94 559.49 k-ftksikksi Koients.. M+ M- Shears... Deflection.. atReactions tReactions e 9 Center9 Centera Left% Right8 Left% Right0 Center§ Left I Right0.00ft) LeftI Right _ - 5 B s S : s ; ; =s Placedfor Max 81.0 20.25 20.25 -0.343 0.000 0.000 . 20.25 20.25 we iiunu iviuJiHBuDead LoadDLOnlyVUiJ 17.0 0.0 0.0 0.0 4.25 4.25 -0.072 0.000 0.000 0.000 4.25 4.25 LLSCntr 81.0 -0.0 0.0 ,0.0 20,25 20.25 -0.343 0.0000.000 0.000 20.25 20.25 iuag — — — — — — —+ Loads Placed as LL+STeCntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.072 0.000 0.000 0.000 4.25 4.25 LLeCants 0.00.00.0 0.0 0.00 0.00 0.000 0.0000.000 0.000 0.00 0.00 followsLL+STSCants 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k 0.00k V4.4B (c) 1963-95 EKERCALC R2H BSGINEERIDG, IH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/03/95 Page: STEEL BEAM DESIGN FLOOR BEAU FB13 RUM DATADUUI UA1B Center Span Length = 25.50ft AISC Section : Left CantileverRight CantileverUnbraced Length Beat St. is ADDED To Live Load lot Acting*yLoad Duration Factor Bean End Fixity = 0.00 ft Section Depth = 0.00 ft Heb Thickness 0.00ft Section Width applied loads Flange Thickness vith Short Ten Section Area36 ksi Section Height1.00 rT, y: Pin: Pin APPLIED = = s = S 3 LOADST.narts WML SBCUlaAU uO\> ff24x55 23. 57 in 0.395 in 7. 01 in 0.505 in 16.20 in255.00 1 1.66 in TTOM DATA Ixx lyy Sixsyyr:xx r:yy = 13 5 0.00 in* 29.10in4 = 114.55in3 8.31in3 9. 129 in 1.340 in Dead LoadLive LoadDistance To Start Distance To End 0.50 k/ft 2. 00 k/ft 0.00ft 25.50ft USIBG v24x55, Maxiwros . . .Nonent =Stress =ShearStress =Deflection =fb / Fb : \fv / Fv : * Kin. DL Defl Min. TL Defl Max Stress Ratio = 91.561, Min Defl. Ratio = 492.87 TBDTTT.1D CmniDT Actual207.7 21.75 32.58 3.50 -0.621 •IX •IXRatio = Ratio = *nuw*uAlienable 226.8 23.76 134.07 14.40 0.916 0.243 2268.95 492.87 k-ft ksi kksi Monents.. Shears... Deflection atReactionsReactions M+ 8 CenterM- 8 Center9 Left9 Right8 Left8 Right. . 8 Center8 Left8 Right0.00ft8 Left8 Right _ - —s —=== £ S S S IA uvrvuuhii Placedfor Max 207.7 32.58 32.58 -0.621 0.000 0.000 32.58 32.58 M LOJD rnmiTviTiIIVAIJ wnwAuaA j Dead LoadDLOnlvVUAJ 45.1 0.0 0.0 0.0 7.08 7.08 -0.135 0.000 0.000 0.000 7.08 7.08 LLSCatr 207.7 -0.0 0.0•o.o 32.58 32.58 -0.621 0.000 0.000 0.000 32.58 32.58 roircLVD3+ Loads Placed asLL+STSCntr 0.00.0 0.0 0.0 0.00 0.00 -0.135 0.000 0.000 0.000 7.08 7.08 LLiCants 0.00.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 follows LL+STICants O.Ok-ftO.Ok-ftO.Ok-ftO.Ok-ft0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 BHHRCALC R2H 8NGIHERIHG, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BBAHS Date: 11/03/95 Page: | 2 if STEEL BEAM DESIGN FLOOR BEAM F814 ntfitf niTXOUR UA1ACenter Span Length - 20.00ft AISC SectionLeft Cantilever = 0.00ft Section Depth Riqht Cantilever = 0.00 ft Reb ThicknessUnbraced Length = 0.00 ft Section Hidth Beat Ht. is ADDED To applied loads Flange ThicknessLive Load Hot Acting with Short Ten Section Area Py - 36 ksi Section Height Load Duration Factor = 1.00 rT, y Beat Snd Fixity : Pin: Pin APPLIB TTnifnT iTFur titrTTfffl niTi : wl8x40 17. 90 in 0.315 in 6.01 in 0.525 in 11.80in2 40.06! 1.52 in • T.nadft Ixx lyy Sxx Syy r:xx r:yy = 612.00 in419.10in468.38in3 6.35 in37.202 in 1.272 in Dead Load Live Load Distance To Start Distance To find 0.50 k/ft 2.00 k/ft0.00ft20.00ft USING v!8x40, Haxiiuis...Monent =Stress - Shear =Stress =Deflection = fb / Fb : \fv / Fv : \ Kin. DL Defl Hin. TL Defl Max Stress Ratio = 93.801, Hin Defl, Actual 127.0 22.29 25.40 4.50 -0.515•axuxRatio =Ratio = auniuutA "••"" , Ratio = 465.83•pinm.io cnmiBTllUIUttlU WVIUUUL1Allowable 135.4 23.76 81.19 14.40 0.938 0.313 2190.91 465.83 k-ftksi kksi Solent s M*It- Shears . . . Deflection.. atReactionsReactions a Centera Centera Lefta Righta Lefta Righta Centera Lefta Right 0.00fta Lefta Right _ = B =s ; = B B S ; 2 Placed for Max 127.0 25.40 25.40 -0.515 0.000 0.000 25.40 25.40 M WMin nram-rmfrme Dead Load t Loads Placed asDLOnly 27 0 -0.0 0.0 0.05.40 5.40 -0.110 0.000 0.000 0.000 5.40 5.40 LLaCntr 127 0-0.0 0.0 '0.0 25.40 25.40 -0.515 0.000 0.000 0.000 25.40 25.40 LL+STSCntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.110 0.000 0.000 0.000 5.40 5.40 LLaCantsWUUbW 0 0v • v 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 follows LL+STaCants 0 0 k-ft0.0 k-ft 0.0 k-ft 0.0 k-ft0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 8HBRCALC R2H EXGIHBRIKG, KN060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95U1 FLOOR BEAKS Date: 11/03/95 : |25 STEEL BEAM DESIGN FLOOR BEAN FB15 BRUf DATABBntl 1/A1ACenter Span Length = 28.00 ft AISC SectionLeft Cantilever = 0.00 ft Section DepthRight Cantilever = 0.00 ft Deb ThicknessUnbraced Length = 0.00 ft Section WidthBeat 1ft. is ADDED To applied loads Flange ThicknessLive Load Hot Acting vith Short Ten Section Area Fy =36 ksi Section HeightLoad Duration Factor = 1.00 rT, yBean End Fixity : Pin: Pin ITSBT SBPTTOf MT1 : v24x62 s = s X s 5 = 23. 74 in 0.430 in 7. 04 in 0.590 in 18.20 in2 61.791 1.71 in Ixx lyy Six Syy r:xx r:yy = 1550.00 in4 34.50 in4 = 130.58in3 9.80 in3 9. 228 in 1.377 in Dead LoadLive LoadDistance To StartDistance To End 0.50 k/ft 2.00 k/ft 0.00ft 28.00ft Uniform Loads USING »24i62, Max Stress Ratio = 97. Maxims... Aetna!Mount = 251.1 Stress = 23.07Shear = 35.87Stress = 3.51Deflection = -0.788 fb / Fb : 1 MX fv / Pv : \ MX Hin. DL Defl Ratio =Min. TL Defl Ratio = 10t, Hin Defl Allowable 258. 6 k-ft23-76 ksi 147 14 0. 0. 1943 426 .00k .40 ksi 971 244 .96 .31 Hoients.. M+ H- Shears... Deflection.. at ReactionsReactions aunno&* — — — — — . Ratio = 426.31TABTJUR SmfltoRYIfUJifUAA yUCUUULl Placed for HaY 1 Center8 Center8 Left 9 Rightt Left% Righte Center § Left% Right 0.00 ft% Left0 Right 3 5 =a s = =- - s s ~ 251.1 35.87 35.87 -0.788 0.000 0.000 35.87 35.87 OP LOAD flfan-rmv-rfmc Dead Load + Loads Placed as followsDL LL LLtST LL LUSTOnly iPtitr iCnfr Grants arsnt.BVU4.J 55.1 0.0 0.0 0.0 7.87 7.87 -0.173 0.000 0.000 0.000 7.87 7.87 251.1 -0.0 0.0 '0.0 35.87 35.87 -0.788 0.000 0.000 0.00035.87 35.87 0.0 0.0 0.0 0.0 0.00 0.00 -0.173 0.000 0.000 0.0007.87 7.87 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.0000.000 0.00 0.00 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.00k 0.00k 0.000 in 0.000 in 0.000 in 0.000 in0.00k 0.00k V4.4B (c) 1983-95 EIB8CAIC R2H BHGISmiHG, KR060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BBAMS Date: 11/03/95 Page: \2U> STEEL BEAM DESIGN FL001 BEAM ?BH BEAN DATA Center Span Length = 26.00 ftLeft Cantilever = 0.00ftRight Cantilever = 0.00 ftUnbraced Length = 0.00ftBeai Kt. is ADDED To applied loadsLive Load Hot Acting with Short TenFy = 36 ksi Load Duration Factor = 1.00fieai Bnd Fixity : PinrPin Dead Load = 0.50k/ftLive Load = 2.00k/ftDistance To Start = 0.00 ft AISC SectionSection DepthMeb ThicknessSection NidtbFlange ThicknessSection AreaSection Height xT, y APPLIEDUnifora LOADSLoads STEEL SEC v24x5523. 57 in 0.395 in 7.01 in 0.505 in16.20in255.001 1.68 in TTfll nSTB IxxJyySxx Syyr:xx r:yy = 1350 29 = 114 8 9. 1. .00 .10 .55 .31 129 340 in4 in4 io3 in3 in in Distance To Bnd 26.00ft SUMMARY - USING 1(24x55, Max Stress Ratio = 95.19V, Min Defl. Ratio = 464.! Maxiwas.,. ActualMoment = 215.9 Stress = 22.62Shear = 33.22Stress = 3.57Deflection = -0.671fb / Fb : * MX fv / ?v : * illMin. DL Defl Ratio =Min. TL Defl Ratio = iJlBUlUU auniuukiAllowable 226.8 23.76 134.07 14.40 0.952 0.248 2140.55 464.98 k-ftksikksi Koients.. M* M- Shears... Deflection.. atReactionsReactions I Centere Center8 Left* Righte Left9 Righte Centere Left9 Right0.00fte Lefti Right _ - £ S s s - =s s s S Placedfor Max 215.9 33.22 33.22 -0.671 0.000 0.000 33.22 33.22 we uvjus wnuianu Dead Load DLOnlyj 46.9 -0.0 0.0 0.0 7.22 7.22 -0.146 0.000 0.000 0.000 7.22 7.22 LLeCntr 215.9 -0.0 0.0 .0.0 33.22 33.22 -0.671 0,000 0.000 0.000 33.22 33.22 .«•«+ Loads Placed asLUSTiCntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.146 0.000 0.000 0.000 7.22 7.22 LLeCants 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0,000 0.000 0.000 0.00 0.00 follovs U+STeCants O.Ok-ftO.Ok-ft O.Ok-ft O.Ok-ft0.00k 0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 EXERCALC R2H EXGI88ERIRG, KR060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34C95111FLOOR BEAKS Date: 11/03/95 Page: |27 STEEL BEAM DESIGN FLOOR BEAN FBI? BEAN DATACenter Span Length - 25.50ftLeft Cantilever = 0.00 ftEight Cantilever = 0.00 ftUnbraced Length = 0.00 ftBeai Ht. is ADDED To applied loads AISC SectionSection Depth Heb ThicknessSection WidthFlange Thickness Live Load Hot Acting with Short Ten Section Area 0^ * * ^ l_ _ • *•._!*__••__»_.• Load Duration Factor Beai End Fiiity 36 ksi Section Height l.flfl rT, yPin:Pin STEEL SECTIOH DATAVl6i31 15.88 in Ui0.275 in lyy 5.53 in Sxx0.440 in Syy9.12in2 r:xz30.97 | r:yy 1.39 in 375.00 in4 12.40 in447.23in3 4.49in3 6.412 in 1.166 in Dead LoadLive LoadDistance To Start Distance To End 0.25 k/tt0.60 k/tt0.00ft25.50 ft APPLIED LOADSUnifon Loads USIRG 1116x31, Maxiauas . . .Moaent =Stress =Shear =Stress -Deflection = fb / Fb : t fv / FT : \Min. DL DeflMin. TL Defl Max Stress Ratio = 76.571, Min Defl. Actual71.6 18.19 11.23 2.57-0.771 MX MXRatio =Ratio = Allowable 93.523.7662.88 14.40 0.766 0.1791244.99397.06 k-ft ksikksi Hoaents.. M+M- Shears... Deflection.. atReactionsReactions ' duiuuuti •-'••Ratio = 397.06TABULAR SUMMARY 8 Center8 Center8 Left8 Right8 Left8 Right8 Center8 Left8 Right0.00 ft8 Left8 Sight _ . * s s B =s - s r = Placedfor Mai 71.6 11.23 11.23-0.7710.0000.000 11.23 11.23 flp r.nin PnmiTBlTIUK Inllul vvnuAaatJDead LoadDLOnlyw***j 22.8 0.0 0.0 0.0 3.58 3.58-0.2460.0000.0000.000 3.58 3.58 LL8Cntr 71.6 -0.0 ,0.0 0.0 11.23 11.23-0.7710.0000.0000.000 11.23 11.23 rnircLUflO+ Loads Placed asLL+ST8Cntr 0.0 0.0 0.0 0.0 0.00 0.00-0.2460.0000.0000.000 3.58 3.58 LL8Cants 0.0 0.00.0 0.0 0.00 0.000.0000.0000.0000.000 0.00 0.00 followsLL+ST8Cants 0.0 k-ft 0.0 k-ft0.0 k-ftO.Ok-fl0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (C) 1983-95 EHSRCALC R2H EHGIKBSRIHG, (R060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C951U FLOOR BEAMS Date: 11/03/95 STEEL BEAM DESIGN FLOOR BEAN FB18 RR&M IllTlD&AR UA1A Center Span Length = 12.50 ft A1SC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 0.00 ft Deb ThicknessUnbraced Length = 0.00 ft Section Width Beai Wt. is ADDED To applied loads Flange ThicknessLive Load Not Acting vith Short Ten Section Area Fy =36 ksi Section WeightLoad Duration Factor = 1.00 rT, y Beai End Fixity : Pin: Pin "TBFT "MKTTflH HlTlDififili 3A111UH UA1A : ¥12x14 11. 91 in Ixx= 0.200 in 3. 97 in 0.225 in4.16in2 14.121 0.95 in lyy SxxSyy r:yy 88.60in42.36 in414.88in3 1.19 in3 4. 615 in 0.753 in Dead LoadLive Load Distance To Start Distance To End 0.25 k/ft 0.60k/ft 0.00ft 12.50ft APPLIED Unifori Loads DSIVG ¥12x14, Maxiffluis...Moient = Stress = Shear Stress = Deflection = fb / Fb : *fv / Fv : 1 Nin. DL Defl Kin. TL Defl Kax Stress Ratio = 57.291, Nin Defl Actual 16.9 13.61 5.40 2.27 -0.185 •IX •IX Ratio =Ratio = Allowable 29.5 23.76 34.30 14.40 0.573 0.157 2656.46 611.96 k-ft ksikksi Hoients.. M+ H- Shears... Deflection.. atReactionsReactions dUIUUU.1 — — — — — —^^^-^^^ . Ratio = 811.96 TABULAR SUNM&RI n" r-nin 8 Center =8 Center =8 Left =8 Right ; 8 Left = 8 Right =8 Center = 8 Left = 8 Right = 0.00ft =8 Left 8 Right Placed for Max 16.9 5.40 5.40 -0.185 0.000 0.000 5.40 5.40 ™m)T«»Tnire Dead Load i Loads Placed asDLOnlvVUiJ 5.2 0.0 0.0 0.0 1.65 1.65 •0.056 0.000 0.000 0.000 1.65 1.65 LL8Cntr 16.9 0.0 0.0 ,0.0 5.40 5.40 -0.185 0.000 0.000 0.000 5.40 5.40 LL+ST8Cntr 0.0 0.0 0.0 0.0 0.00 0.00 -0.056 0.000 0.000 0.000 1.65 1.65 LL8Cants 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 follows LL+ST SCant s 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 k-ft k-ft k-ft k-ft k k in in in ink k V4.4B (c) 1983-95 EHERCALC R2B EHGIH8ERIXG, KW060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34 C95111 FLOOR BEAMS Date: 11/03/95 Page: STEEL BEAM DESIGN FLOOR BEAM FB19 BSAJI DATAQJufl I/BIO Center Span Length = 20.00 ft Left Cantilever s Right Cantilever Unbraced LengthBeatLiveFyLoadBeai lit. is ADDED ToLoad Rot Acting Duration FactorEnd Fixity applied 0.00ft 0.00ft 0.00ftloadsvith Short Ten s s : Pin 36ksi 1.00:Pin AISC Section : Section Depth = Deb Thickness Section lidth -FlangeSectionSectionrT, y ThicknessAreaHeight APPtiTRDncfuiau flni f nrn s s s s LOAD1!uvnunI.naHs . STRKL SRCulOOU uB\> ¥14x22 13. 74 in 0.230 in 5.00 in0.335 in6.49in2 22.041 1.25 in TTflU DATA Ixx lyy Susyyr:xxr:yy = 199 7 28 2 5. 1. .00 .00 .97 .80 537 039 in4 in4 in3in3in in Dead Load Live Load Distance To StartDistance To End 0.25 k/ft0.6 Ok/ft 0.00ft20.00ft OSIHG w!4x22, HaiiiUiS... MoientStress =ShearStress =Deflection =fb / Fb : t fv / Fv : *flin. DL DeflKin. TL Defl Max Stress Ratio = 76.021, Nin Defl. Actual 43.6 18.06 8.72 2.76-0.544 •IX •IXRatio =Ratio ? Allowable 57.4 23.76 45.5114.40 0.760 0.192 1414.31 441.20 k-ft ksi kksi Moients.. M+M- Shears . . . Deflection.. atReactions iReactions 8 guniuutiRatio = 441.20 TABULA! SOMMABY4JUJU1JJUL uUnlUULl § CenterI Center% Lefte Right8 Left9 Right9 Center8 Left a Right0.00fti Lefti Right =- s s s s s s s s s = Placedfor Mai 43.6 8.72 8.72 -0.544 0.000 0.000 8.72 8.72 HP LOAD mui»T«i«FTmre Dead Load + Loads Placed as DLOnly 13.6 -0.0 0.0 0.0 2.72 2.72 -0.170 0.000 0.000 0.000 2.72 2.72 LLiCntr 43.6 -0.0 .0.0 0.0 8.72 8.72 -0.544 0.000 0.000 0.000 8.72 8.72 LL+ST8Cntr 0.00.00.00.0 0.00 0.00 -0.170 0.000 0.000 0.000 2.72 2.72 LL SCant s 0.0 0.0 0.0 0.0 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 followsLL+STiCants O.Ok-ftO.Ok-ftO.Ok-ftO.Ok-ft0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 EHERCALC R2fl BI6IIEERIXG, KH060291 R2H ENGINEERING INC.Consulting Structural Engineers11545 West Bernardo Court Ste. 300San Diego California 92127 LOT 33/34C95111FLOOR BEAMS Date: 11/03/95 Page: STEEL BEAM DESIGN FLOOR BSAM FB20 RRAH DATADUUl UB1A Center Span Length = 28.00 ft AISC SectionLeft Cantilever = 0.00 ft Section DepthRight Cantilever = 0.00 ft Heb Thickness Unbraced Length = 0.00ft Section RidthBeai Kt. is ADDED To applied loads Flange ThicknessLive Load Hot Acting with Short Tern Section AreaPy = 36 ksi Section HeightLoad Duration Factor = 1.00 rT, y Beat Bnd Fixity : Pin: Pin STRFT tHCTTfllf MT1 : w!8x35 s = - s = = ; 17. 70 in0.300 in 6.00 in 0.425 in10.30in234.97* 1.49 in Ixx lyy SxxSyy r:xx r:yy = 510.00in4 15.30in4 57.63U35.10in3 7. 037 in 1.219 in Dead LoadLive LoadDistance To StartDistance To Bnd 0 0 0 28 ,25 k/ft .60 k/ft,00ft,00ft APPLIED LOADSUnifora Loads USING if 18x3 5, Max Stress Ratio = 76.01*, Kin Defl, Maximms... ActualMoient = 86.7Stress = 18.06Shear = 12.39Stress = 2.33Deflection = -0.627 ft / Pb : * HIfv / Fv : t ux Min. DL Defl Ratio =Nin. TL Defl Ratio = Allowable 114.123.7676.46 14.40 0.760 0.162 1260.96406.05 k-ft ksikksi Hoient s.. M+ H- Shears... Deflection.. atReactionsReactions < duiiiuuk* ^ ^— . Ratio * 406.05 TABULAR 9ITMHAP7LIUJVUtUL 0UIUIAAI 0 Center0 Center% Left0 Right0Left8 Right8 Center0 Left8 Right0.00 ft0 Left0 Right _ - s B S S = == s s = Placedfor Max 86.7 12.39 12.39-0.8270.0000.000 12.39 12.39 OP LAW /VMiat«n<TnBe Dead Load t Loads Placed asDLOnlvvu*i 27.9 0.0 0.0 0.0 3.99 3.99-0.2660.0000.0000.000 3.99 3.99 LL8Cntr 86.70.0 ,0.0 0.0 12.39 12.39-0.8270.0000.0000.000 12.39 12,39 LL+ST0Cntr 0.00.0 0.0 0.0 0.00 0.00-0.2660.0000.0000.000 3.99 3.99 LL0Cants 0.00.0 0.0 0.00.00 0.000.0000.0000.0000.000 0.00 0.00 followsLLtSTiCants 0.0 k-ft0.0 k-ft0.0 k-ft0.0 k-ft0.00k0.00k0.000 in0.000 in0.000 in0.000 in0.00k0.00k V4.4B (c) 1983-95 BHERCALC R2H RHGIH8BR1HG, IH060291 BY_ R2H Engineering, Inc. PROJECT SUBJECT JOB NO. DATE SHEET.131 OF- u "~V9' tts u ^ BY_ R2H Engineering, Inc. PROJECT QiiRicfvr JOB NO. DATE SHEET 132 OF. R2H Engineering, Inc. PROJECT _ Lor JOB NO. DATE OF-SUBJECT _ MfrZZ R2H Engineering, Inc. PROJECT L&L BY Mwo SUBJECT_ JOB NO. DATE _ U - SHEET-OF- .too") -Obx 8.5 > ^. 4AK 5 _= *. .s—» ri 'f »' = S.iK(>.olcoO *»i 4.3 •" .cr *...a*ai.'v/.?< 0.^6. 4-.* 1.15 < . 6" R2H Engineering, Inc. PROJECT LOT g?/W JOB NO. ^ DATE Oj BY_SHEET.135 OF- (,QZ$i,\oo) x. 5 < 3 -t- o.-Zx^O V a.4aS.5-7oS.-2 v Ox 4- 1.3x7.44-0. f"f O.7 4 JS> \J S3.0 S3 ^5! T.I1 BY_ R2H Engineering, Inc. PROJECT SUBJECT JOB NO. DATE SHEET 1 310 R.ft R2H Engineering, Inc.JOB NO, E-/BY. PROJECT SUBJECT.fttAMg TO SHEET 13"? OF- Q — **~wrwp JS-o :J£ijfcii£ii-;_(^^2a^;- ' , : • ^P , i . . ' " 4l.*\ I» ?- -r~7 -f- J_:_i-L c RISA-2D <R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 LARGE ROOF FRAME Job Page Date -m Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node No X-Coord •--(ft)-- 0.00 58.00 0.00 29.00 58.00 Y-Coord — (ft)- 0.00 0.00 29.25 30.25 31.25 Boundary Conditions X-dof Y-dof Rotation (in,K/in)---(r,K-ft/r) R R R R Temp. •-(F)- 0.00 0.00 0.00 0.00 0.00 Material Label Elastic Modulus •-(Ksi) 29000.00 Poisson's Ratio 0.30000 Thermal Coefficient (F) 0.65000 Weight Density •(K/ft3)- 0.490 Yield Stress (Fy) (Ksi) 36.000 Section Label Database Shape Matl. Set Area Moment of Inertia As Coef y/y beam brace column TU12X12X8AO TU8X8X5/VG, 31.10 22.40 9.36 1910.000 485.000 90.900 1.20 1.20 1.20 o I J No Node Node Section I Releases J x y z x y z 1 2 3 4 5 6 1 - 1 - 2 - 2 - 3 - 4 - 3 4 4 5 4 5 column brace brace column beam beam 1 1 1 l 1 1 End Offsets Sec Sway I J (in) (in) Length •--(ft) 29.25 41.91 41.91 31.25 29.02 29.02 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 LARGE ROOF FRAME Job Date I J No Node Node 1 2 3 4 5 6 1 1 2 2 3 4 Unbraced Lengths Lb-in Lb-out Lc .-(ft) (ft) (ft) 1.00 1.00 K Factors In Out Bending Coefs Cm Cb 0.65 0.65 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 dead load 2 2 2 live load 2 2 3 seismic load 2 2 Nodal Loads, BLC 1: dead load Node Number Global X Global Y Moment (K) (K) (K-ft) 3 0.000 -36.700^ 0.000 5 0.000 -43.500.X 0.000 Member Distributed Loads,BLC 1: dead load —'-*^«.«_._._«__»^»*-»4^t«.v_.____M.».».b_**v^*^.w**w.*.«••• — — ••••«« — — — — -* — ^-»» — « — — — * — — ™ — — • • Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 5 3 - 4 Y -0.120^ -0.120^ 0.000 29.017 6 4 - 5 Y -0.120^ -0.120^ 0.000 29.017 Nodal Loads, BLC 2: live load Node Number Global K Global Y Moment (K) (K) (K-ft) 3 0.000 -29.400^ 0.000 5 0.000 -34.800^ 0.000 Member Distributed Loads,BLC 2: live load Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F)-- (ft)--- (ft) 5 3 - 4 Y -0.096^ -0.096^ 0.000 29.017 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Job. Page.. Date. M-I Lot 33/34 LARGE ROOF FRAME Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 6 4 - 5 Y -0.096^ -0.096^ 0.000 29.017 Nodal Loads, BLC 3: seismic load Node Number Global X Global Y Moment (K) (K) (K-ft) 3 30.800^ 0.000 0.000 5 129.800^ 0 .000 0.000 Member Distributed Loads,BLC 3: seismic load Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 5 3 - 4 x 0.772^ 0.772^ 0.000 29.017 6 4 - 5 x 0.772" 0.772-' 0.000 29.017 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1DL+LL 1121 Y 2 DL + SEISMIC 11 3 2.25^ (**W/feT) Y Y 3 DL - SEISMIC 11 3-2.3 C^ftya) Y Y Dynamic Analysis Data Number of modes (frequencies) : Basic Load Case for masses : BLC mass direction of action : Acceleration of Gravity : ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min Global X •--(in) LC 0.00000 2 -0.00000 3 0.00000 2 -0.00000 3 0.41205 2 -0.41806 3 Global Y ---(in) LC 0.00000 2 -0.00000 3 0.00000 3 -0.00000 2 -0.04584 3 -0.08804 1 Rotation (rad)---.--LC 0.00119 3 -0.00117 2 0.00135 3 -0.00133 2 0.00012 2 -0.00003 3 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 LARGE ROOF FRAME Job_ Page. Date Node 4 max min 5 max min Global X ---(in) LC- 0.37347 2 -0.38177 3 0.49896 2 -0.50602 3 Global Y ---(in) LC 0.00817 2 -0.01550 3 -0.04752 3 -0.11091 1 Rotation (rad) LC- 0.00000 3 -0.00004 2 0.00004 3 -0.00020 2 ENVELOPE SOLUTION Reactions Node 1 max min 2 max min Global X (K) LC- 246.18367 3 -236.31801 2 226.18112 3 -225.77800 2 Global Y (K) LC- 292.24619 3 -206.40240 2 290.09256 2 -201.53087 3 Moment (K-ft) LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 ENVELOPE SOLUTION Member Section Results NO 1 Nodes Member Quarter I J l-End 1/4 1/2 (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in) 1- Points 3/4 LC(K,Kft,in) M 1- 4 A V M D 68.08 35.45 0.00 -0.00 0.00 -0.00 0.000 0.000 355.74 -341.48 0.00 -0.00 0.00 0.00 0.000 0.000 1 3 2 3 2 3 1 1 3 2 2 1 1 1 1 1 68.08 35.45 0.00 -0.00 0.00 -0.00 0.105 -0.103 355.74 -341.48 0.00 -0.00 0.00 -0.00 0.062 -0.062 J-End LC(K,Kft,in)LC- 1 3 2 3 2 1 3 2 3 2 2 1 1 2 3 2 68.08 35.45 0.00 -0.00 0.00 -0.00 0.209 -0.206 355.74 -341.48 0.00 -0.00 0.00 -0.00 0.125 -0.124 1 3 2 3 3 2 3 2 3 2 2 1 1 2 3 2 68.08 35.45 0.00 -0.00 0.00 -0.00 0.314 -0,309 355.74 -341.48 0.00 -0.00 0.00 -0.00 0.187 -0.186 1 3 2 3 3 2 3 2 3 2 2 1 1 2 3 2 68.08 35.45 0.00 -0.00 0.00 -0.00 0.418 -0.412 355.74 -341.48 0.00 -0.00 0.00 -0.00 0.249 -0.248 1 3 2 3 3 2 3 2 3 2 2 1 1 2 3 2 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 Page, San Diego, CA 92127 Date. Lot 33/34 LARGE ROOF FRAME No 3 4 COLA __ 5 6 Nodes I J 2- 4 2- 5 J*W • Ckxs "*«C^L DO* 3 3- 4 4- 5 A V M D A V M D A V M D A V M D I -End (K,Kft,in) 326.25 -326.83 0.00 -0.00 0.00 0.00 0.000 0.000 80.28 34.40 0.00 -0.00 0.00 -0.00 0.000 0.000 69.38 -70.84 1.98 1.01 0.00 -0.00 0.000 0.000 350.32 -342.54 4.28 2.29 33.36 15.87 0.000 0.000 Member Quarter Points 1/4 1/2 3/4 LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC 2 3 2 1 1 1 1 1 1 3 3 2 2 3 1 1 2 3 1 2 2 1 1 1 3 2 1 3 1 3 1 1 326.25 2 -326.83 3 0.00 2 -0.00 1 0.00 1 -0.00 2 0.067 3 -0.065 2 80.28 1 34.40 3 0.00 3 -0.00 2 0.00 2 -0.00 3 0.127 3 -0.125 2 81.95 2 -83.75 3 0.42 1 0.14 2 -4.18 2 -8.70 1 0.012 2 -0.001 3 337.41 3 -329.97 2 2.72 1 1.42 3 7.98 1 2.43 3 -0.009 3 -0.022 . 1 326.25 -326.83 0.00 -0.00 0.00 -0.00 0.135 -0.130 80.28 34.40 0.00 -0.00 0.00 -0.00 0.253 -0.249 94.52 -96.66 -0.55 -1.15 -2.05 -6.04 0.033 0.006 324.50 -317.40 1.15 0.55 -2.05 -6.04 -0.022 -0.060 2 3 2 1 1 2 3 2 1 3 3 2 2 3 3 2 2 3 3 1 2 1 1 3 3 2 1 3 2 1 3 1 326.25 -326.83 0.00 -0.00 0.00 -0.00 0.202 -0.194 80.28 34.40 0.00 -0.00 0.00 -0.00 0.380 -0.374 107.09 -109.57 ' -1.42 -2.72 7.98 2.43 0.064 0.020 311.59 -304.83 -0.14 -0.42 -4.18 -8.70 -0.029 -0.089 2 3 2 1 1 2 3 2 1 3 3 2 2 3 3 2 2 3 3 1 1 3 1 3 3 2 2 1 2 1 3 1 J-End (K,Kft,in)LC-- 326.25 2 -326.83 3 0.00 2 -0.00 1 0.00 1 -0.00 2 0.269 3 -0.259 2 80.28 1 34.40 3 0.00 3 -0.00 2 0.00 2 -0.00 3 0.506 3 -0.499 2 119.66 2 -122.48 3 -2.29 3 -4.28 1 33.36 1 15.87 3 0.081 1 0.029 3 298.68 3 -292.26 2 -1.01 2 -1.98 1 0.00 2 -0.00 1 -0.028 3 -0.105 1 ENVELOPE SOLUTION AISC Code No 1 2 3 4 5 6 Nodes I J 1- 3 1- 4 2- 4 2- 5 3- 4 4- 5 Checks Max lc 0.643 1 0.999 3 0.916 2 0.838 1 0.365 2 0.996 3 0 0. 1. 0. 0. 0.1. Member lc 1/4 lc 64 1 0.64 1 00 3 1.00 3 92 2 0.92 2 84 1 0.84 1 19 2 0.23 2 00 3 0.94 3 Quarter 1/2 0.64 1.00 0.92 0.84 0.26 0.91 Points lc 1 3 2 1 2 3 3/4 lc 0.64 1 1.00 3 0.92 2 0.84 1 0.31 2 0.87 3 L 0. 1. 0. 0. 0. 0. lc Shear 64 1 0.00 00 3 0.00 92 2 0.00 84 1 0.00 37 2 0.03 83 3 0.03 1C 2 2 2 3 1 1 R2H Engineering, Inc. PROJECT IQT 33/34 JOB NO. DATE SHEET.OF- Q X >u~>*ss/i JfL—JLB<x4- R2H Engineering, Inc. PROJECT U?T ay? 4 JOBNO. DATE SHEET OF- 10- i?' : «t; Pup s X -t ,-• *. R2H Engineering, Inc. BY_ PROJECT SUBJECT. JOB NO. DATE SHEET I4U> OF- Q yi.o*' <205.^ x -X, t,. = *0' .O X Cs<i r . .lr2C?&^».4 ~ ™UO4*5-«-fe- .J"/?^.1? """= i4.q t St v;7.1 xf41.5 /5 x G x i4,^ r a.E>6 ? 3.GC. 35.1 ^ .*.».3i 7.? .. 66 .. L. „ »i -o._-^^V-^-M uBox ^-r; !rto"p .^3^T>jRi^e"sir O Ja'te-rt-- RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 12 FOOT MEZZANINE FRAME Job_ Page. Date. - ill Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Coi No X-Coord Y-Coord X-dof Y-d< ._ l*t-\ /•P^-^ /•{« V/l-n\ I -i -n V, 1 2 3 4 5 Material Label 1 Section Label beam brace column I No Node 1 1 2 1 3 2 4 2 5 3 6 4 \H-i \J- 0.00 0. 12.00 0. 0.00 13. 6.00 13. 12.00 13. Elastic Modulus 29000.00 Database Shape H14X22 TU6X6X8AO TO6X6XMC. J Node Section 3 column 4 brace 4 brace 5 column 4 beam 5 beam 00 R 00 R 00 00 00 Poisson's Thermal Ratio Coefficient 0.30000 0.65000 Matl . Area Set 1 6.49 1 10.40 1 6.86 I Releases J iditions 3f Rotat 'in)---(r,K-i R R Weight Density {V /f¥-~3\ _ .\R./ EC .5 ) - 0.490 Moment of Inertia 199.000 50.500 36.300 :ion Temp . 0.00 0.00 0.00 0.00 0.00 Yield Stress (Fy) 36.000 As y/y Coef 1.20 1.20 1.20 End Offsets x y 2 x y 2 Sec Sway I 1 1 1 1 1 1 \j-**/ J Length 13.00 14.32 14.32 13.00 6.00 6.00 R2H Engineering, Inc. 11545 W. Bernardo Court, San Diego, CA 92127 Lot 33/34 12 FOOT MEZZANINE FRAME RISA-2D (R) Version 3.03 #300 Job Page. Date. I J No Node Node 1 1 2 2 3 4 3 4 4 5 4 5 Unbraced Lengths Lb-in Lb-out Lc 1.00 1.00 K Factors In Out Bending Coefs Cm Cb 0.65 0.65 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 dead load 2 2 live load 2 3 seismic load l Nodal Loads, BLC 1: dead load Node Number Global X Global Y Moment 3 0.000 -12 .800^ 0.000 5 0.000 -6.400*" 0.000 Nodal Loads, BLC 2: live load Node Number Global X Global Y Moment(Kj (K) (K-ft) 3 0.000 -51.000-' 0.000 5 0.000 -15.400"" 0.000 Nodal Loads, BLC 3: seismic load Node Number Global X Global Y Moment (K) (K) (K-ft) 3 43.000^ 0.000 0.000 Load Combination Self Ht BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1DL+LL 1121 Y 2 DL + SEISMIC 1 1 3 2.25 Y Y 3 DL - SEISMIC 1 1 3 -2.3 Y Y RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 12 FOOT MEZZANINE FRAME Job_ Page_ Date. Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 2 3 4 5 max min max min max min max min max min Global X (in) LC 0.00000 2 -0.00000 0.00000 -0.00000 0.19394 -0.19825 0.15693 -0.16041 0.15693 -0.16041 ENVELOPE SOLUTION Reactions Global Y (in) LC- 0.00000 2 -0.00000 3 0.00000 3 -0.00000 2 -0.00978 2 -0.04889 1 -0.00023 2 -0.00101 1 -0.00476 2 -0.01595 1 Rotation •--(rad) LC- 0.00127 3 -0.00124 2 0.00103 3 -0.00101 2 0.00088 1 0.00018 2 0.00023 1 0.00003 2 -0.00011 2 -0.00043 1 Node 1 max min 2 max min Global X (K) LC- 49.60084 3 -48.22416 2 49.29916 3 -48.52584 2 Global Y (K) LC- 119.94167 3 -92.01250 2 111.21250 2 -100.74167 3 Moment (K-ft) LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 ENVELOPE SOLUTION Member Section Results Nodes No I J 1 1- 3 A V M D I -End K,Kft,in) 62.34 12.47 0.00 -0.00 0.00 -0.00 0.000 0.000 Member 1/4 Quarter 1/2 LC (K, Kf t , in) LC (K, Kf t , in) 1 2 2 3 3 2 1 1 62.34 12.47 0.00 -0.00 0.00 -0.00 0.050 -0.048 1 2 2 3 3 2 3 2 62.34 12.47 0.00 -0.00 0.00 -0.00 0.099 -0.097 Points 3/4 LC(K,Kft,in) 1 2 2 3 3 2 3 2 62.34 12.47 0.00 -0.00 0.00 -0.00 0.149 -0.145 J-End LC(K,Kft,in) 1 2 2 3 3 2 3 2 62.34 12.47. 0.00 -0.00 0.00 -0.00 0.198 -0.194 LC-- 1 2 2 3 3 2 3 2 RISA-2D (R) Version 3.03 R2H Engineering, Inc. Job cqs-ui 11545 W. Bernardo Court, #300 Page__l£Q_ San Diego, CA 92127 Date u-fr-q; Lot 33/34 12 FOOT MEZZANINE FRAME Nodes No I J 2 1- 4 A SftAOC V a , * T*M*l II* 'T Mr M D 3 2- 4 A V M D 4 2- 5 A V M D 5 3- 4 A V M D 6 4- 5 A V M D Member I -End (K,Kft,in) 118.36 -115.08 0.00 -0.00 0.00 0.00 0.000 0.000 115.80 -117.64 0.00 -0.00 0.00 0.00 0.000 0.000 20.34 6.07 0.00 -0.00 0.00 -0.00 0.000 0.000 96.75 -98.90 -0.33 -1.46 0.00 -0.00 0.000 0.000 0.00 -0.00 1.46 0.33 8.74 1.96 0.000 0.000 1/4 LC 3 2 2 1 1 1 1 1 2 3 2 3 1 1 1 1 1 2 2 3 3 1 1 1 2 3 2 1 1 2 1 1 1 3 1 2 1 2 1 1 (K,Kft 118 -115 0 -0 0 -0 0. -0. 115 -117 0 -0 0 -0 0. -0. 20 6 0 -0 0 -0 0. -0. 96 -98 -0 -1 2 0 0. 0. 0 -0 1 0 6 1 0. 0. /in) .36 .08 .00 .00 .00 .00 034 034 .80 .64 .00 .00 .00 .00 034 034 .34 .07 .00 .00 .00 .00 040 039 .75 .90 .33 .46 .19 .49 016 003 .00 .00 .46 .33 .56 .47 001 000 Quarter 1/2 LC{K,Kft,in) 3 2 2 1 1 2 3 2 2 3 2 3 3 2 3 2 1 2 2 3 3 2 3 2 2 3 2 1 1 2 1 2 1 3 1 2 1 2 1 2 118.36 -115.08 0.00 -0.00 0.00 -0.00 0.068 -0.067 115.80 -117.64 0.00 -0.00 0.00 -0.00 0.069 -0.067 20.34 6.07 0.00 -0.00 0.00 -0.00 0.080 -0.078 96.75 -98.90 -0.33 -1.46 4.37 0.98 0.030 0.006 0.00 -0.00 1.46 0.33 4.37 0.98 -0.001 -0.002 Points LC(K, 3 2 - 2 1 1 2 3 2 2 3 - 2 3 3 2 3 2 1 2 2 3 3 2 3 2 2 3 2 1 1 2 1 2 1 3 1 2 1 2 2 1 3/4 Kft,in) 118.36 115.08 0.00 -0.00 0.00 -0.00 0.103 -0.101 115.80 117.64 0.00 -0.00 0.00 -0.00 0.103 -0.101 20.34 6.07 0.00 -0.00 0.00 -0.00 0.120 -0.118 96.75 -98.90 -0.33 -1.46 6.56 1.47 0.041 0.008 0.00 -0.00 1.46 0.33 2.19 0.49 -0.003 -0.008 LC(K 3 2 2 1 1 2 3 2 2 3 2 3 3 2 3 2 1 2 2 3 3 2 3 2 2 3 2 1 1 2 1 2 1 3 1 2 1 2 2 1 J-End ,Kft,in) 118.36 -115.08 0.00 -0.00 0.00 -0.00 0.137 -0.134 115.80 -117.64 0.00 -0.00 0.00 -0.00 0.137 -0.134 20.34 6.07 0.00 -0.00 0.00 -0.00 0.160 -0.157 96.75 -98.90 -0.33 -1.46 8.74 1.96 0.048 0.010 0.00 -0.00 1.46 0.33 0.00 -0.00 -0.005- -0.015 LC-- 3 2 2 1 1 2 3 2 2 3 2 3 3 2 3 2 1 2 2 3 3 2 3 2 2 3 2 1 1 2 1 2 1- 3 1 2 1 2 2 1 c RISA-2D (R) Version 3.03 R2H Engineering, Inc. Job 11545 W. Bernardo Court, #300 Page 151 San Diego, CA 92127 Date U-CP Lot 33/34 12 FOOT MEZZANINE FRAME ENVELOPE SOLUTION AISC Code Checks Nodes No 1 2 3 4 5 I 1- 1- 2- 2- 3- J 3 4 4 5 4 Max 0.546 0.548 0.536 0.178 0.695 1C 1 3 2 1 2 0 0.55 0.55 0.54 0.18 0.68 1C 1 3 2 1 2 Member Quarter Points 1/4 0.55 0.55 0.54 0.18 0.68 1C 1 3 2 1 2 1/2 0.55 0.55 0.54 0.18 0.69 1C 1 3 2 1 2 3/4 0.55 0.55 0.54 0.18 0.69 1C 1 3 2 1 2 L 0.55 0.55 0.54 0.18 0.69 1C 1 3 2 1 2 Shear Ic 0.00 3 0.00 2 0.00 2 0.00 2 0.03 1 Q 4- 5 0.152 1 0.15 1 0.11 1 0.08 1 0.04 1 0.00 3 0.03 1 R2H Engineering, Inc. PROJECT LOT BY M-wP SUBJECT JOB NO. DATE SHEET 152 OF. c a »< 1 6 ec?CT5 r?W 807. ofr . eean SftAce To r£n 71 &'* BY R2H Engineering, Inc. PROJECT LOT SUBJECT JOB NO. DATE SHEET.153 OF. c \4 = o. w STD 13.4 —i- w BY. R2H Engineering, Inc. PROJECT _ LOT SllRIFr.T JOB NO. DATE — AT SHEET OF. :1 &' \ v .1 n4-o fe TO r-Vu A* *. (345-0. 1(2 V. Ilendei'ohot Associates, Inc.JOB NO. DATE RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 26 FOOT WIDE MEZZANINE FRAME Job Page \SLo Date Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node No 1 2 3 4 5 Material Label X-Coord Y-Coord X-dof i • 0 26 0 13 26 j- 1-/ .00 .00 .00 .00 .00 Elastic Modulus \ 0 0 13 13 13 .00 .00 .00 .00 .00 Poisson's Ratio Boundary Conditions Y-dof Rotation R R R R Thermal Coefficient(•#} ' Temp. 0.00 0.00 0.00 0.00 0.00 Weight Yield Stress Density (Fy) - IV/ft-ll (Vai \ 29000.00 0.30000 0.65000 0.490 36.000 Section Label beam brace column Database Shape W14X22 TU6X6X3AO TU5X5Xytto Matl. Set 1 1 1 Area _ _ M r»~? \ - 6.49 4.27 3.52 Moment of Inertia ( T n ** A. \\ -LH 1 1 199.000 23.800 13.400 As Coef 1.20 1.20 1.20 y/y " I J No Node Node Section I Releases J x y z x y z 1 2 3 4 5 6 1 - 1 - 2 - 2 - 3 - 4 - 3 4 4 5 4 5 column brace brace column beam beam 1 1 1 1 1 1 End Offsets Sec Sway I J (in) Length 13.00 18.38 18.38 13.00 13.00 13.00 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 26 FOOT WIDE MEZZANINE FRAME Job Page I Date u. NO N 1 2 3 4 5 6 I ode No 1 - 1 - 2 - 2 - 3 - 4 - BLC No. 1 2 3 J Unbraced Lengths K Factors Bending Coef s de Lb-in Lb-out Lc In Out Cm Cb ----- tft-\ - -- I ft-} - tft-\ ----- __-- -----i it; — --- ^EC ; — - — VIE; — 3 4 4 5 4 1.00 0.65 5 1.00 0.65 Basic Load Case Load Totals Description Nodal Point Dist . dead load 2 2 live load 2 2 seismic load 2 2 Nodal Loads, BLC 1: dead load Node Number Global X •--(K) 0.000 0.000 Global Y ---(K) -1.600 -1.600 Moment ----- (K-ft) 0.000 0.000 Member Distributed Loads,BLC 1: dead load Metnb I No Node 5 3 6 4 J Node 4 — 5 Dir Y Y Start Magnitude IV /ft- T?\\&./ EE, r ; -0.250 -0.250 End Magnitude fv /ft- W\— \js./rt, if) -0-250 -0.250 Start Locationifi-\\i-tj 0.000 0.000 End Locationif*-\Vtt; 13.000 13.000 Nodal Loads, BLC 2: live load Node Number 3 5 Global X -__ (V\-__ — {f^J — 0.000 0.000 Global Y fir\__ -3.800 -3.800 Moment (K--FM 0.000 0.000 Member Distributed Loads,BLC 2: live load G Memb I J No Node Node Dir 5 3 - 4 Y Start Magnitude -<K/ft,F)- -0.600 End Magnitude •-(K/ft,F)- -0.600 Start Location •--(ft)--- 0.000 End Location •--(ft)---- 13.000 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Job_ Page. Date. Lot 33/34 26 FOOT WIDE MEZZANINE FRAME 55 55 55 55 55 55 55 55 55 55 55 5555 55 5555 55 55 55~ 55 5£ 3S 5S SS^S 55 55 55 55 55 55 55 55 55 55 SS 55 55~ ^5 S^S S • ^ S ^ S ^ ^ Si ^ S S ^ ^ ^ S ^ ^ ^ ^ ^ ^ ^ ^ ^ S ^^ ^ ^E^ ^ S5 ^S Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft) 6 4 - 5 Y -0.600 -0.600 0.000 13.000 Nodal Loads, BLC 3: seismic load Node Number Global X Global Y Moment(K) (K) (K-ft) 3 11.400 0.000 0.000 5 17.700 0.000 0.000 Member Distributed Loads,BLC 3: seismic load Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -(K/ft,F) (K/ft,F) (ft) (ft) 5 3 - 4 X 0.174 0.174 0.000 13.000 6 4 - 5 X 0.174 0.174 0.000 13.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1DL+LL 1121 Y 2 DL + SEISMIC 1 1 3 2.25 Y Y 3 DL - SEISMIC 1 1 3 -2.3 Y Y Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min Global X •--(in) LC- 0.00000 2 -0.00000 3 0.00000 2 -0.00000 3 0.15816 2 -0.16167 3 Global Y •--(in) LC 0.00000 2 -0.00000 3 0.00000 3 -0.00000 2 -0.00433 2 -0.01465 1 Rotation (rad)------LC- 0.00104 3 -0.00101 2 0.00111 3 -0.00109 2 -0.00031 2 -0.00106 1 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 26 FOOT WIDE MEZZANINE FRAME Job OjS-ni Page 159 Date U-Ca-S' Node 4 max min 5 max min Global X ---(in) LC 0.13479 2 -0.13778 3 0.16990 2 -0.17368 3 Global Y •--(in) LC -0.00719 2 -0.02445 1 -0.00433 2 -0.01465 1 Rotation(racjj LC. 0.00000 3 0.00000 1 0.00106 1 0.00031 2 ENVELOPE SOLUTION Reactions Node 1 2 max min max min Global ( v\\£) 40. -35. 36. -39. X 68579 80881 64941 84519 3 2 3 2 Global 43. -32. 42. -33. Y 51760 97700 67700 81760 .T p 3 2 2 3 Moment __ tv^ff \__ \A-tt; 0.00000 0.00000 0.00000 0.00000 -LC-1111 ENVELOPE SOLUTION Member Section Results Nodes No I J r\. 1 1- 3 A V M D 2 1- 4 A V M D I -End Member 1/4 Quarter 1/2 Points 3/4 J-End K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in) 9.59 2.83 0.00 -0.00 0.00 -0.00 0.000 0.000 57.54 -50.64 0.00 0.00 0.00 0.00 0.000 0.000 1 2 2 3 2 3 1 1 3 2 1 1 1 1 1 1 9.59 2.83 0.00 -0.00 0.00 -0.00 0.040 -0.040 57.54 -50.64 0.00 0.00 0.00 0.00 0.022 -0.024 1 2 2 3 3 2 3 2 3 2 1 1 1 1 3 2 9.59 2.83 0.00 -0.00 0.00 -0.00 0.081 -0.079 57.54 -50.64 0.00 0.00 0.00 0.00 0.043 -0.047 1 2 2 3 3 2 3 2 3 2 1 1 1 1 3 2 9,59 2.83 0.00 -0.00 0.00 -0.00 0.121 -0.119 57.54 -50.64 0.00 0.00 0.00 0.00 0.065 -0.071 1 2 2 3 3 2 3 2 3 2 1 1 1 1 3 2 9.59 2.83 0.00 -0.00 0.00 -0.00 0.162 -0.158 57.54 -50.64 0.00 0.00 0.00 0.00 0.087 -0.094 LC-- 1 2 2 3 3 2 3 2 3 2 1- 1 1 1 3 2 RISA-2D (R) Version 3.03 R2H Engineering, Inc. 11545 W. Bernardo Court, #300 San Diego, CA 92127 Lot 33/34 26 FOOT WIDE MEZZANINE FRAME Job efS-Ul Page \ltTi Nodes No I J 32-4 42-5 53-4 64-5 A V M D A V M D A V M D A V M D I-End (K,Kft,in) 56.35 -51.83 0.00 0.00 0.00 0.00 0.000 0.000 9.59 2.83 0.00 -0.00 0.00 -0.00 0.000 0.000 25.65 -26.22 4.19 1.23 0.00 0.00 0.000 0.000 45.91 -44.91 6.86 2.02 17.38 5.11 0.000 0.000 LC(K, 2 3 1 1 1 1 1 1 1 2 2 3 1 3 1 1 2 3 1 2 1 1 1 1 3 2 1 2 1 2 1 1 Member Quarter Points 1/4 1/2 3/4 Kf t , in) LC (K, Kf t , in) LC (K, Kf t , in) 56.35 -51.83 0.00 0.00 0.00 0.00 0.024 -0.021 9.59 2.83 0.00 -0.00 0.00 -0.00 0.043 -0.042 26.92 -27.52 1.43 0.42 -2.68 -9.12 -0.010 -0.035 44.61 -43.64 4.10 1.21 -0.13 -0.44 -0.005 -0.017 2 3 1 1 1 1 3 2 1 2 2 3 1 2 3 2 2 3 1 2 2 1 2 1 3 2 1 2 2 1 2 1 56.35 -51.83 0.00 0.00 0.00 0.00 0.048 -0.042 9.59 2.83 0.00 -0.00 0.00 -0.00 0.087 -0.085 28.19 -28.82 -0.39 -1.34 -2.73 -9.27 -0.013 -0.045 43.31 -42.37 1.34 0.39 -2.73 -9.27 -0.010 -0.035 2 3 1 1 1 1 3 2 1 2 2 3 3 2 3 2 2 3 2 1 2 1 2 1 3 2 1 2 2 1 2 1 56.35 -51.83 0.00 0.00 0.00 0.00 0.072 -0.064 9.59 2.83 0.00 -0.00 0.00 -0.00 0.130 -0.127 29.47 -30.12 -1.21 -4.10 -0.13 -0.44 -0.008 -0.027 42.01 -41.10 -0.42 -1.43 -2.68 -9.12 -0.008 -0.026 LC(K, 2 3 1 1 1 1 3 2 1 2 2 3 3 2 3 2 2 3 2 1 2 1 2 1 3 2 2 1 2 1 2 1 J-End Kft,in)LC-- 56.35 2 -51.83 3 0.00 1 0.00 1 0.00 1 0.00 1 0.096 3 -0.085 2 9.59 1 2.83 2 0.00 2 -0.00 3 0.00 3 -0.00 2 0.174 3 -0.170 2 30.74 2 -31.42 3 -2.02 2 -6.86 1 17.38 1 5.11 2 -0.003 2 -0.011 1 40.71 3 -39.83 2 -1.23 2 -4.19 1 0.00 2 -0.00 1 0.009 1 0.003 2 ENVELOPE SOLUTION AISC Code Nodes No I J 11-3 21-4 32-4 42-5 53-4 64-5 Checks Member Max Ic 0.177 1 0.733 3 0.718 2 0.177 1 0.600 2 0.865 3 0 0.18 0.73 0.72 0.18 0.45 0.87 1C 1/4 1 0.18 3 0.73 2 0.72 1 0.18 2 0.50 3 0.78 Ic 1 3 2 1 2 3 Quarter 1/2 0.18 0.73 0.72 0.18 0.53 0.79 Points Ic 1 3 2 1 2 3 3/4 Ic 0.18 1 0.73 3 0.72 2 0.18 1 0.52 2 0.77 3 L 0.18 0.73 0.72 0.18 0.60 0.71 Ic Shear 1 0.00 3 0.00 2 0.00 1 0.00 2 0.15 3 0.15 1C 3 1 1 3 1 1 R2H Engineering, Inc. PROJECT IQT 33/34 Mwo SUBJECT JOBNO. cqs-m DATE U-C« SHEET I/.P1 OF. o OP- A*t iV R2H Engineering, Inc. PROJECT LCD r RV tv\wO giJp.lFfrr RRA^O FftAMfc ATk^ | ... • u-u—n-i-i JOB NO. DATE — SHEET \U> OF V a R2H Engineering, Inc. PROJECT SUBJECT ¥***& JOB NO. DATE SHEET ICO?) OF- '••7 n* |L.1 -t 1^*2--*- •-11* Wa.' n i Lfl™ SOIL PRESSURE OF FOOTING PROJECT: LOCATION: INPUTS LOT 33 AND 34 UNE1 CONCWT= 0.15 FTG WTH = 3.00 FTGDPTH' 1.50 FTG LEN = 192.X ALL BRG = 2.25 VERTICAL LOADS (KLF) (FT) V (FT) (FT) (KSF) LATERAL FORCES Moment Abt ctr line due to DL Input Mom. arm from ctr of waH length Positive Arm is to right of ctr line Positive DL points down MR = DLxARM DL 12.70 17.60 17.60 15.00 102.00 112.60 120.30 114.40 87.10 29.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 628.7 ARM -72.00 -18.00 36.00 90.00 -73.00 -29.30 5.50 42.00 83.X 96.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X DL MOMENT -914.40 -316.80 633.60 1350.X -7446.X -3299.18 661.65 4804.80 7229.30 2822.40 O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X 5525.37 OUTPUTS FTGWT = 129.60 (KIPS) SHEET: BY: ILfl»4 w Moment Abt Ctr Hne due to Sets Input Mom. arm from top of ftng Positive Aim is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) HorzV 15.20 29.10 30.40 22.90 12.X 10.80 18.70 20.60 22.X 20.90 16.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 202.60 SEISMIC HorzV -15.20 -29.10 -30.40 -22.90 -12.X -10.80 -18.70 -20.60 -22.X -20.90 -16.X O.X O.X O.X O.X O.X O.X O.X O.X O.X -202.60 ARM 29.X 29.X 29.X 29.X 29.X 29.X 21.X 21.X 16.50 17.X 17.X O.X O.X O.X O.X O.X O.X O.X O.X O.X SEISMIC MOMENT 463.60 887.55 927.20 698.45 366.X 329.40 420.75 463.50 396.X 386.65 296.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 5635.10 TOTAL DLV TOTAL SEES MOM TOTAL DL MOM e U3 a a = - a a a Seismic Qallow= a>U3 Qmax a > L/3 Qmin a<L/3 Q a a - RESULTS 758.30 5635.10 5525.37 14.72 64.X 81.28 2.99 1.92 0.71 NA (KIPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. LOADS IN OPPOSfTE DIRECTION Arm 29.X 29.X 29.X 29.X 29.X 29.X 21.X 21.X 16.50 17.X 17.X O.X O.X O.X O.X O.X O.X O.X O.X O.X SEISMIC MOMENT -463.60 -887.55 -927.20 -698.45 -366.X -329.40 -420.75 -463.50 -396.X -386.65 -296.X O.X O.X O.X 0.00 O.X 0.00 O.X O.X O.X -5635.10 TOTAL DLV TOTAL SEIS MOM TOTAL DL MOM e U3 a a a a a = = Seismic Qallow^ a>U3 Qmax a>L/3 Qmin a<L/3 Q a a a RESULTS 758.30 -5635.10 5525.37 0.14 64.X 95.86 299 1.32 1.31 NA (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. R2H Engineering, Inc. PROJECT JOB NO. DATE SHEET.IU6 OF. MS + /n/g" , fS i 4- 17- fv r SOU. PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 LOCATION: LINE 10 INPUTS SHEET: \Lsif BY: SRU OUTPUTS CONCWT= 0.15 (KLF) WIDTH= 3.00 (FT) DEPTH= 2.00 (FT) LENGTH^ 126.00 (FT) ALL BRG * 2.26 (KSF) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom. arm from ctr of waft length Positive Arm is to right of ctr line Positive DL points down MR = DLxARM FTGWT= 113.40 (KIPS) DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr fine due to Seis Input Mom. ami from top of ftng Positive Ann is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) Horz V ARM SEISMIC MOMENT RESULTS 18.90 17.90 74.10 89.60 92.50 92.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 385.5 -43.00 11.00 -48.00 -12.00 17.25 47.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -812.70 196.90 -3556.80 -1075.20 1595.63 4393.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 741.575 15.00 26.00 25.00 26.00 13.60 16.40 16.90 16.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 155.80 29.00 29.00 29.00 29.00 21.00 21.00 16.50 16.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 465.X 806.X 775.X 806.X 312.80 377.20 312.65 312.65 O.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.Xo.oa O.X 4167.30 TOTAL DLV* TOTAL SEIS MOM » TOTAL DL MOM * 6s U3 = a = Seismic Qaflcw= a > L/3 Qmax = a > U3 Qmin = a<U3 Q = 498.90 4167.30 741.58 9.84 42.X 53.16 2.99 1.94 0.70 MA (KIPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. SEISMIC LOADS IN OPPOSITE DIRECTION HOfZV -15.00 -26.00 -25.00 -26.00 -13.60 -16.40 -16.90 -16.90 0.00 0.00 0.00 0.00 0.00 O.X 0.00 0.00 O.X 0.00 0.00 0.00 -155.80 Arm 29.00 29.00 29.X 29.00 21.X 21.X 16.50 16.50 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X SEISMIC MOMENT -465.X -606.X -775.00 -806.X -312.80 -377.20 -312.65 -31 £65 0.00 0.00 0.00 0.00 O.X O.X O.X O.X O.X O.X O.X O.X -4167.30 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = l_/3 = a = Seismic QaHow= a>U3 Qmax = a > L/3 Qmin = a<L/3 Q = RESULTS 498.90 -4167.30 741.58 6.87 4ZX 56,13 2.99 1.78 0.89 NA (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. USE: FOOTING DUNS. WIDTH DEPTH LENGTH 3.00 2.00 126.X (FT) (FT) (FT) R2H Engineering, Inc. C BY_SUBJECT- JOB NO. DATE — SHEET! i .ol OF. f-w ,*> ,/**p 15'. 1* IP C SOIL PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 LOCATION: SKEWED WALL LINE INPUTS SHEET: BY: SRU OUTPUTS CONCWT= 0.15 (KLF) WIOTH= 3.00 (FT) DEPTH= 200 (FT) LENGTH= 114.00 (FT) ALL BRG = 2.25 (KSF) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom. arm from ctr of wall length Positive Ann ie to right of ctr line Positive DL points down MR = DLxARM FTGWT= 102.60 (KIPS) DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr Rne due to Sets Input Mom. ami from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) HorzV ARM SEISMIC MOMENT RESULTS 12.90 68.50 41.70 28.70 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00o.x 0.00 0.00 164.8 -54.50 -36.00 1.50 37.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -703.05 -2466.00 62.55 1061.90 0.00 0.00 0.00 0.00 0.00o.xo.xo.xo.x o.xo.xo.xo.xo.x o.x o.x -2044.6 12.30 5.90 12.70 3.90 18.60 3.50 8.20 2.70 12.20 10.X 12.50 7.60 19.20 O.Xo.xo.xo.xo.xo.xo.x 90.60 30.X 30.X 30.X 30.X 30.X 14.X 14.X 14.X 14.X 21.X 21.X 21.X 21.X O.X O.X O.X O.X O.Xo.x 0.00 393.60 188.80 406.40 124.80 595.20 56.X 131.20 43.20 195.20 243.80 287.50 174.80 441.60 O.X O.X O.Xo.x 0.00o.x o.x 3282.10 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = Seismic QaDow= a > L/3 Qmax = a>U3 Qmin = a<U3 Q = 267.40 3282.10 -2044.60 4.63 38.X 52.37 2.99 0.97 0.59 NA (KJPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. SEISMIC LOADS IN OPPOSfTE DIRECTION HorzV -12.30 -5.90 -12.70 -3.90 -18.60 -3.50 -8.20 -2.70 -12.20 -10.60 -12.50 -7.60 -19.20 O.X O.X O.X O.X O.Xo.x o.x -90.60 Arm 30.X 30.X 30.X 30.X 30.X 14.X 14.X 14.X 14.X 21.X 21.X 21.X 21.X O.X O.X O.X O.X O.X O.X O.X SEISMIC MOMENT -393.60 -188.80 -406.40 -124.80 -595.20 -56.X -131.20 -43.20 -195.20 -243.80 -287.50 -174.80 -441.60 O.X O.X O.X O.X O.X O.X O.X -3282.10 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = Seismic QaNow= a > L/3 Qmax = a > U3 Qmin = a<L/3 Q = USE: WIDTH DEPTH LENGTH RESULTS 267.40 -3282.10 -2044.60 19.92 36.00 37.08 2.99 NA NA 1.00 (KIPS) (K-FT) (K-FT) LftofCtr (FT) <fo(KSF) (KSF) (KSF) (KSF) FOOTING DIMS. 3.X 2.X 114.X (FT) (FT) (FT) O.K. O.K. R2H Engineering, Inc. PROJECT _ LOT SUBJECT t JOB NO. DATE SHEET llffl _ OF c 1- l^-*1IP pof SOIL PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 SHEET: LOCATION: A-3 BY: INPUTS OUTPUTS CONCWTs 0.15 (KLF) WIDTH 3.00 (FT) DEPTH 1.50 (FT) LENGTH 101.33 (FT) ALL BRG = 2.25 (KSF) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom. arm from ctr of waU length Positive Ann is to right of ctr line Positive DL points down MR = DLxARM DL ARM DL MOMENT 21.28 -38.00 -808.64 78.20 -38.00 -2971.60 78.20 -12.50 -977.50 78.20 12.50 977.50 62.40 34.75 2168.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.X 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.X O.X 0.00 O.X O.X 0.00 O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 318.28 -1611.84 FTGWT= 68.40 (KIPS) LATERAL FORCES Moment Abt Ctr tine due to Sets Input Mom. arm from top of ftng Positive Ann is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) HorzV ARM SEISMIC MOMENT RESULTS 17.90 27.X 510.15 TOTAL DLV* 386.68 (KIPS) 17.90 27.X 510,15 TOTAL SEIS MOM = 3006.60 (K-FT) 17.90 27.X 510.15 TOTALDLMOM= -1611.84 (K-FT) 15.70 27.X 447.45 e= 3.61 RtofCtr 14.30 16.50 257.40 L/3 = 33.78 (FT) 14.30 16.50 257.40 a = 47.06 (FT) 14.30 16.50 257.40 Seismic QaHow= 2.99 (KSF) 11.40 21.X 256.50 a>U3Qmax = 1.54 (KSF) O.X O.X O.X a>L/3Qmin= 1.00 (KSF) O.X O.X O.X a < L/3 Q = NA (KSF) O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X 0.00 O.X O.X 0.00 O.X O.X O.X 0.00 O.X O.X 0.00 O.X O.X O.X O.X 123.70 3006.60 SEISMIC LOADS IN OPPOSITE DIRECTION HorzV Arm SEISMIC MOMENT RESULTS -17.90 27.X -510.15 TOTAL DLV= 386.68 (KIPS) -17.90 27.X -510.15 TOTAL SEIS MOM = -3006.60 (K-FT) -17.X 27.X -510.15 TOTAL DL MOM = -1611.84 (K-FT) -15.70 27.X -447.45 e= 1 1 .94 Lft of Ctr -14.30 16.50 -257.40 L/3 = 33.78 (FT) -14.30 16.50 -257.40 a = 38.72 (FT) -14.30 16.50 -257.40 Seismic QaHow= 2.99 (KSF) -1 1 .40 21 .X -256.50 a > U3 Qmax = 2.17 (KSF) O.X O.X O.X a > L/3 Qmin = 0.37 (KSF) O.X O.X O.X a < L/3 Q ~ NA (KSF) O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X O.X o.oo u.uu u.uu HJSE: rooTM BiMiJ. O.X 0.00 O.X (WIDTH 3.X (FT) O.X O.X O.X DEPTH 1.50 (FT) o.x o.x o.x ILENGTH 101.33 (FD -123.70 -3006.60 I '73 SRU O.K. O.K. O.K. O.K. R2H Engineering, Inc. PROJECT r BY. JOB NO. DATE SHEET Hi _ OF i t_ AT tf * '>?.* & IP /PR, SOIL PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 LOCATION: LINE A SHEET: BY: SRU INPUTS CONG WT ~ WIDTH= DEPTH= LENGTH= ALL BRG = 0.15 (KLF) 4.00 (FT) 2.00 (FT) 33.00 (FT) 2.25 (KSF) OUTPUTS FTGWT =39.60 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom. arm from ctr of vraH length Positive Arm is to right of ctr line Positive DL points down MR = DLxARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr line due to Seis Input Mom. arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) HorzV ARM SEISMIC MOMENT RESULTS 14.40 98.50 O.X 0.00 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 112.9 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X O.X O.X Q.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X 0 22.40 18.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 40.40 SEISMIC HorzV -22.40 -18.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X -40.40 27.X 23.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 649.60 450.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 1099.60 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = ea U3 = a = Seismic Qallow= a > U3 Qmax - a > L/3 Qmin = a<U3 Q = 152.50 1099.60 O.X 7.21 11.00 9.29 2.99 NA NA 2.74 (KIPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) O.K. (KSF) (KSF) O.K. LOADS IN OPPOSITE DIRECTION Arm 27.X 23.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X 0.00 O.X SEISMIC MOMENT -649.X -450.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.Xo.w -1099.60 TOTAL DLV = TOTAL SEIS MOM - TOTAL DL MOM = e = U3 = a = Seismic QaMow= a > U3 Qmax = a > L/3 Qmin = a<U3 Q = USE: WIDTH DEPTH LENGTH RESULTS 152.50 -1099.60 O.X 7.21 11.X 9.29 2.99 NA NA 2.74 (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) FOOTING DIMS. 4.X 2.X 33.X (FT) (FT) (FT) O.K. O.K. R2H Engineering, Inc. BY_ PROJECT SUBJECT JOB NO. SHEET-OS OF- .0054, ft Wff At < a-? SOIL PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 LOCATION: LINE F INPUTS SHEET: BY: SRU OUTPUTS CONCWT= 0.15 (KLF) WIDTH* DEPTH* LENGTH* ALL BRG = 3.00 (FT) 2.00 (FT) 70.00 (FT) 2.25 (KSF)FTGWT= 63.00 (KIPS) VERTICAL LOADS Moment Abt ctr Rne due to DL Input Mom. arm from ctr of wall length Positive Arm is to right of ctr fin* Positive DL points down MR = DLxARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr fine due to Sets Input Mom. arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = HorzVx (ARM + FTG DPTH) HorzV ARM SEISMIC MOMENT RESULTS 11.20 24.50 106.00 71.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 213 0.00 0.00 -15.00 20.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1590.00 1426.00 0.00 o.x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -164 36.50 13.60 19.40 13.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 82.60 SEISMIC HorzV -36.50 -13.60 -19.40 -13.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -82.60 29.50 14.00 21.00 21.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1149.75 217.60 446.20 301.30 O.X O.X O.Xo.xo.x 0.00o.xo.xo.xo.xo.xo.xo.x 0.00o.x o.x 2114.85 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3* a = Seismic QaHow= a > L/3 Qmax = a > L/3 Qmin = a<L/3 Q = 276.X 2114.85 -164.X 7.07 23.33 27.93 2.99 2.11 0.52 NA (KIPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. LOADS IN OPPOSITE DIRECTION Arm 29.50 14.00 21.00 21.X 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.x o.x o.x o.x o.x o.x o.x o.x O.X SEISMIC MOMENT -1149.75 -217.X -446.20 -301.30 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00o.x O.OT -2114.85 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3* a = Seismic Qaflow* a > L/3 Qmax = a > L/3 Qmin * a<L/3 Q = USE: WIDTH DEPTH LENGTH RESULTS 276.X -2114.85 -164.X 8.26 23.33 26.74 2.99 2.24 0.38 NA (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) FOOTING DIMS. 3.X 2.X 70.X (FT) (FT) (FT) O.K. O.K. R2H Engineering, Inc. PROJECTrBY_&> JOB NO. DATE SHEET P5 OF- ±1 S' $' I" AT Af /4») /t n* tfj 0V PC* .01\&F A- -00V 4.20, .r? s' e-tf'— «r~r SOIL PRESSURE OF FOOTING ,-fi PROJECT: LOT 33 AND 34 LOCATION: LINE G INPUTS SHEET: BY: SRU OUTPUTS CONCWT* 0.15 (KLF) WIDTH= 4.00 (FT) DEPTH= 2.00 (FT) LENGTH= 133.00 (FT) ALL BRG = 2.25 (KSF) VERTICAL LOADS Moment AM ctr line due to DL Input Mom. arm from ctr of wafl length Positive Arm is to right of ctr line Positive DL points down MR = DLxARM FTGWT= 159.60 (KIPS) DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr fine due to Seis Input Mom. arm from top of ftng Positive Arm is above top of footing Positive Horz V points to the right MOT = Horz V x (ARM + FTG DPTH) HonV ARM SEISMIC MOMENT RESULTS 33.40 53.20 68.50 41.70 82.60 98.X 41.00 38.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.xo.x 456.4 O.X O.X -46.50 -14.00 21.50 49.X -64.X 64.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X -3185.25 -583.80 1775.90 4802.X -2624.X 2432.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X 0.00 2616.85 155.X 12.30 33.30 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.TO 200.60 SEISMIC HofZV -155.X -12.30 -33.30 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X -200.60 28.75 28.75 14.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 4766.25 378.23 532.80 0.00 0.00 O.X O.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X O.X O.X 5677.28 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = L/3 = a = Seismic Qaflow= a>U3 Qmax = a > U3 Qmin = a<U3 Q = 616.X 5677.28 2616.85 13.46 44.33 53.04 2.99 1.86 0.45 MA (KIPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) O.K. O.K. LOADS IN OPPOSITE DIRECTION Ann 28.75 28.75 14.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X O.X 0.00 O.X O.X O.X O.X 0.00 SEISMIC MOMENT -4766.25 -378.23 -532.80 0.00 O.X O.X O.X O.X O.X O.X 0.00 O.X O.X O.X O.X O.X O.X O.X O.X O.X -bSTT.ZB TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = Seismic QaBow= a > L/3 Qmax = a> L/3 Qmin = a<L/3 Q» USE: WIDTH DEPTH LENGTH RESULTS 616.X -5677.28 2616.85 4.97 44.33 61.53 2.99 1.42 0.90 NA (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) FOOTING DIMS. 4.X ^x 133.X (FT) (FT) (FT) O.K. O.K. R2H Engineering, Inc. LOT JOB NO. DATE SHEET 117 OF- '*'H 4- JZZ- 04* SOIL PRESSURE OF FOOTING PROJECT: LOT 33 AND 34 LOCATION: F.6 SHEET: BY: SRU INPUTS CONC WT * WIDTH* DEPTH* LENGTH= ALL BRG * 0.15 (KLF) 4.00 (FT) 3.00 (FT) 30.00 (FT) 2.25 (KSF) OUTPUTS FTGWT =54.00 (KIPS) VERTICAL LOADS Moment Abt ctr line due to DL Input Mom. arm from ctr of waH length Positive Arm is to right of ctr line Positive DL points down MR=DLxARM DL ARM DL MOMENT LATERAL FORCES Moment Abt Ctr Bne due to Sets input Mom. arm from top of ftng Positive Arm is above top of footing Positive Horz V points to th» right MOT = Horz V x (ARM + FTG DPTH) Horz V ARM SEISMIC MOMENT RESULTS 4.79 33.50 24.50 29.40 0.00 0.00o.oo 0.00 0.00 0.00 0.00 0.00 o.oo 0.00o.oo 0.00 0.00 o.oo 0.00 0.00 92.19 ' 4.65 -2.50 3.75 3.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00o.x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22.27 -83.75 91 .88 110.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 140.6485 12.20 4.80 6.50 9.90 0.00 o.oo o.oo 0.00 0.00 0,00o.oo 0.00 o.oo 0.00o.oo 0.00o.ooo.oo 0.00 0.00 33.40 SEISMIC HorzV -12.20 -4.80 -6.50 -9.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -33.40 28.00 14.00 16.50 21,00 0.00 0.00 0.00 0.00 0.00 0.00o.oo 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 o.oo LOADS Arm 28.00 14.00 16.50 21.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.xo.xo.xo.x o.x 378.20 81.60 126.75 237.60 O.X O.X O.X o.xo.x 0.00o.x 0.00 o.x o.xo.x o.xo.x o.xo.xo.x 824.15 TOTAL DLV = TOTAL SEIS MOM = TOTAL DL MOM = e = U3 = a = Seismic QaUow= a>U3 Qmax = a > L/3 Qmin » a<U3 Q = 146.19 824.15 140.65 6.60 10.00 8.40 2.99 NA NA 2.90 (WPS) (K-FT) (K-FT) RtofCtr (FT) (FT) (KSR) (KSF) (KSF) (KSF) O.K. O.K. IN OPPOSITE DIRECTION SEISMIC MOMENT -378.20 -81.60 -126.75 -237.60 O.X O.X O.X O.X O.X O.X O.X O.X 0.00o.xo.x o.x 0.00o.xo.x o.x -824.15 TOTAL DLV* TOTAL SEIS MOM = TOTAL DL MOM = 6 = L/3 = a = Setsnic Qallow= a>U3 Qmax = a>U3 Qmin = a<U3 Q = USE: WIDTH DEPTH LENGTH RESULTS 146.19 -824.15 140.65 4.68 10.X 10.32 2.M 2,36 O.OB NA (KIPS) (K-FT) (K-FT) LftofCtr (FT) (FT) (KSF) (KSF) (KSF) (KSF) FOOTING DIMS. 4.X 3.X 30.X (FT) (FT) (FT) O.K. O.K. 'O Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619)438-3155 • FAX (619) 931-0915 February 12, 1996 W.O. 1840X-SC Four Sher Development Company 990 Highland Drive, Suite 202 Solana Beach, California, 92075 Attention: Subject: Gentlemen, Mr. Charles J. Sher, Director Planned Use of the Plastic PVC Membrane in Slab Areas, Lot 33/34, Carlsbad Airport Center, Unit 2, Carlsbad, California Based on a conversation with the onsite superintendent, Mr. Bill Beckett with Reno Contracting, it is our understanding that the interior concrete slabs on grade within office space areas will be underlain with a plastic pvc membrane, placed within the sand layer. It is also our understanding that the pvc membrane will be omitted beneath interior slabs within the remaining portions of the building. The use and/or omission of the plastic pvc membrane has been addressed jn our previous correspondence dated November 6, 1995 and January 10, 1996. The planned use and placement of the pvc membrane is in accordance with recommendations and/or guidelines provided by this office. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. Robert G. Crisman, CEG 1934 Project Geologist RGC/ARK/cmw Distribution: (2) Addressee (1) Job Site R. Kleist, RC Principal Engineer REFERENCES GeoSoils, Inc., January 19, 1996, Interim Report of Rough Grading, Lot 33/34, Carlsbad Airport Center, Unit 2, Carlsbad, California, W.O. 1840-SC. , January 18, 1996, Remedial Earthwork recommendations for slope area between lot 35 and lot 33/34, Carlsbad Airport Center, Carlsbad, California, W.O. 1840X-SC. , January 11,1996, Retaining Wall Evaluation, Carlsbad Airport Center, Unit II, Lots 33 & 34, Carlsbad, California, W.O.# 1840X-SC. , January 10, 1996, Foundation Plan Review, Lots 33/34, Carlsbad Airport Center, Unit II, Carlsbad, California, W.O.# 1840X-SC. , November 6, 1995, Response to Review Comments, Lots 33/34, Carlsbad Airport Center, Unit II, Carlsbad, California, W.O.# 1840X-SC. , November 6, 1995, Remedial Earthwork Quantities, Lots 33/34, Carlsbad Airport Center, Unit II, Carlsbad, California, W.O.# 1840X-SC. , July 14, 1995, Preliminary Geotechnical Evaluation, Carlsbad Airport Center, Unit II, Lot 33 & 34, Carlsbad, California, W.O.# 1840-SC. , March 21, 1991, Geotechnical Site Evaluation, Carlsbad Airport Center, Unit II, Carlsbad, California, W.O.# 1260-SD. ICG Incorporated, April 21/1993, Geotechnical Report of Rough Grading, Airport Business Center, Unit 2, Carlsbad, California. San Diego Geotechnical Consultants Inc., July 29, 1988, Supplemental Geotechnical Investigation, Carlsbad Airport Center, Unit 2, and Off-Site Fill Area, Carlsbad, California, job# 05-4879-011-00-00. GeoSoils, Inc. IB r ki*i Utsl UAKLbtfMU 1LJ= H13S31031B PAUH Geotechnical • Geologic • Environmental 5741 Palmer Way * Carlsbad, California 92008 • (619)438-3155 • FAX (619) S31-0915 January 10, 1996 W.O. 1840X-SC Four Sher Development Company 990 Highland Drive, Suite 202 Solana Beach, California, 92075 Attention: Mr, Charles J. Sher Subject: Foundation Plan Review, Lots 33/34 Carlsbad Airport Center, Unrt 1! Carlsbad, California Reference. "Preliminary Geotechnical Evaluation, Carlsbad Airport Center, Unit II, Lot 33 & 34, Carlsbad, California", by GeoSoils, Inc., dated July 14, 1995 Gentlemen, in accordance with the requirements of the City of Carlsbad, GeoSoils, Inc. GSI has performed a review of foundation plans, (Sheet S2 and Sheet S3) dated January 10, 1996, and foundation details (Sheet 312) dated January 2,1996, for the Carlsbad Corporate Centre proposed at the subject site, The plans and details reviewed were prepared by R2H Engineering, The foundation plans (Sheet S2 and Sheet S3) were prepared at a scale of 3/32"=1'. Based on our review, geotechnical aspects of the plans and details are in general conformance with the intent of the recommendations provided by this office and presented in the referenced report, dated July 14, 1995. The opportunity to be of continued service is appreciated. Should you have any questions regarding this review, please do not hesitate to contact our office. Respectfully Submitted, GeoSoils, Inc. <? Robert G. Crisman, CEG 1934 Project Geologist RGCfATG/cmw Distribution; (3) Addressee Andrew T. Guatelli, RCE 47335 Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (619)438-3155 • FAX (619)931-0915 July 13, 1995 W.O. 1840-SC FOUR-SHER DEVELOPMENT COMPANY 990 Highland Drive, Suite 202 Solana Beach, California 92075 Attention: Subject: Gentlemen; Mr. Charles J. Sher Preliminary Geotechnical Evaluation, Carlsbad Airport Center, Unit II, Lot 33 & 34 Carlsbad, California In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical evaluation as outlined in our proposal dated April 11, 1995 (GSI P.M. 9504-10), regarding proposed construction on Lots 33 and 34 within the Carlsbad Airport Center (CAC). The purpose of our study was to provide a site specific evaluation of earth materials underlying the site and to provide preliminary recommendations forsite preparation, earthwork construction, and foundation design/construction, based on our .findings. Refer to reports by GSI and others listed in Appendix A for background information that was used in the preparation of this report. SITE DESCRIPTION Lots 33 and 34 are part of twenty three sheet graded lots and associated street improvements within Unit II of the Carlsbad Airport Center (Figure 1). Earthwork for Unit II occurred in two phases. In the first phase, initial earthwork on Unit II took place in conjunction with mass grading of Unit I. Fill was placed under the observation and testing services of Moore & Taber in the areas of Lots 40, 41 and 48 and portions of Lots 33-35, 39, 42 and 49. Grading of Unit I and the above mentioned portions of Unit II, was performed by Templeton Construction between November, 1985 and November, 1986. The second phase of earthwork for Unit II occurred under the observation and testing services of San Diego Soils, Inc. (later named ICG Incorporated). Grading of Unit II was performed by Astleford Construction between August, 1989 and March, 1990. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 2 Site Conditions and Proposed Development The subject site1 is a five-sided polygonal shaped area consisting of Lots 33 and 34 of Carlsbad Airport Center. It is bounded by Kellogg Avenue, Owens Avenue, Camino Vida Roble and two adjacent sheet graded industrial properties on the northeast (Lot 32) and northwest (Lot 35). The total lot area indicated on the preliminary architectural plans, by Bruce W. Steingraber (BWS), is 323,215 ft. or approximately 7.4 acres. Topographically, the sheet graded site generally slopes from north to south or southeast, at an approximate gradient of 3 percent. This results in a maximum relief of 20± feet across the pad portion of the site. The grade separation from the adjacent lots (35 and 32) as well as Kellogg Avenue to the north is the highest at the northern corner of the site and consist of 2:1 (horizontal to vertical) fill slopes up to approximately 30 feet in height. Pad grade separations consist of relatively uniform 2:1 (horizontal to vertical) fill slopes. The slope surfaces were landscaped (trees, shrubs and ground cover) at the time of our field work. Slopes, up to 15± feet in height, descend from the property to Camino Vida Roble and Owens Ave. Drainage on the lot is by sheet flow to a concrete catch basin located in the southeast corner of the lot. Based on our previous evaluations (GeoSoils, Inc., 1991), and the as-built grading, our records indicate that the southeastern portion of the site contains a cut/fill transition which trends as a linear feature or "finger" of fill from the southwest to the northeast. The maximum fill thickness was estimated, from the available literature, to be 15 to 20 feet in this area. Additionally, the graded slope along the northern property line is a stabilization fill slope constructed during previous grading. Abackdrain outlet for the slope was observed during our site exploration, near the toe of the slope (see Figure 1). A report, issued on April 11, 1993,. by ICG Incorporated (ICG), indicated that compacted fills were placed across a majority of Lot 33 with observation and testing provided by ICG. Based on our subsurface exploratory work most of the fill indicated by ICG (ICG 1993) is either not present or may be interpreted as localized areas of reprocessed bedrock at pad grade. PROPOSED ADDITIONAL DEVELOPMENT It is our understanding that proposed additional development of the two lots will consist of precise grading and site preparation fora 124,500 square foot (sf), two-story "tilt-up" commercial building that will cover approximately 1/3 of the site area in a footprint of 110,550 sf (preliminary architectural plans, undated, by BWS). Other planned improvements consist of concrete and asphalt driveways/parking areas. A truck loading dock area is planned along the northeastern side of the structure. Typical cut and fill grading techniques are anticipated to be employed to construct the building pad at the desired graded elevation and configuration. Maximum fill depths are anticipated to 'Site referred to herein will be considered as Lots 33, 34 and the adjoining Carlsbad Airport Center common space. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGES be on the order of 6 feet and proposed additional onsite cut and/or fill slopes are not anticipated to exceed six feet in height at gradients of 2:1 (horizontal to vertical) or flatter. Several site walls are planned for the northern portion of the site within the toe area of existing slopes, to allow for parked cars. These walls are planned to a maximum height of 6 feet. It is our understanding that finished floor grade for the proposed structure will be at an approximate elevation of 313 feet above mean sea level (msl). The resultant pad elevation will be approximately one foot lower, at 312 msl to account for concrete and imported granular base material. Based on this elevation, a planned cut/fill transition is anticipated to be created in the central portion of the structure's foot-print. Earthwork quantities shown on the current plan indicate approximately 35,000 cubic yards (cy) of cut and 4,000 cubic yards (cy) of fill. These quantities do not include any remedial earthwork (over-excavating, etc.) that are discussed in subsequent sections of this report. FIELD EXPLORATION Previous exploration of subsurface conditions on site, consisted of six backhoe trenches performed in preparation of our referenced report (GeoSoils, Inc., 1991). Logs of these excavations are included in Appendix A. Subsurface conditions were explored for this study by excavating an additional seven test pits with a rubber tired backhoe. Field exploration was performed on May 16, 1995, by a GSI staff geologist, who logged the excavations and obtained samples of representative materials for laboratory testing. Logs of the test excavations are included with this report in Appendix A. The approximate locations of the test excavations are indicated on the enclosed Geotechnical Map (Plate 1) which was adapted from the 1"=40' scale site plan prepared by Spear & Associates (undated). EARTH MATERIALS Earth materials encountered on the site consist of artificial fill and sedimentary bedrock belonging to the Eocene age Santiago Formation. Artificial Fill Artificial fill encountered onsite consists of light olive brown to yellow brown clayey fine sand to fine sandy clay. These materials as exposed in our recent exploratory pits, were typically very moist and loose within the upper 2 feet below existing grade and become very moist and firm or medium dense below this depth. Based on a review of our referenced report, and additional subsurface information obtained during this study, existing fill within the southern portion of the site appears to have been placed within a small south draining, natural swale. Along the axis of this pre-existing swale, fill thickens southward to an approximate depth of 9 feet beneath the southeast corner of the proposed building footprint. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 4 Bedrock Santiago age formational materials consist of gray, olive gray and olive brown silty to clayey fine sandstone. Bedrock materials are typically moist and dense, but may exhibit a thin zone (less than 1 'foot thick) of loose material where bedrock is exposed at existing grade. Southwest dipping beds, on the order of 3 to 5 degrees were observed during this study, which conforms with the southwestern regional dip noted in the area during previous site work performed by this office (GeoSoils, Inc., 1991) and others (San Diego Soils, 1988). SUBSURFACE WATER Subsurface water was not encountered within the property during field work performed in preparation of the referenced report (GeoSoils, 1991) nor in any of our test excavations completed during the current evaluation. Groundwater is not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude changes in local groundwater conditions in the future from heavy irrigation, or precipitation. SURFACE WATER Surface water from a broken irrigation line was observed flowing onto the lot along the eastern property line during a site visit performed in preparation of our proposal (May 1995). During GSI site work on May 16, 1995, surface water was not observed onsite. However the following conditions likely related to surface water were observed: 1. Deep incised erosional gullies 2 to 3 feet deep were observed in the existing graded slope descending from Lot 35 to Lot 34 (shown Figure 1). 2. Saturated soils were observed within the existing planter area along Kellogg Avenue and at the base of some slope areas (see Figure 1). The observed saturated conditions are likely due to excessive irrigation. In addition, a stabilization fill backdrain outlet was identified at the toe of the slope in the northeast corner of the site (see Plate 1). This outlet (and any others identified later) will need to be accommodated for future surface drainage during site construction. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGES FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown crossing the site on published maps (Jennings, 1992). No evidence for active or potentially active faulting was encountered in any of our exploratory excavations performed during this evaluation or in our referenced report. There are a number of faults in the Southern California area which are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. These include, but are not limited to: the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, the Coronado Bank Fault Zone and the Rose Canyon Fault Zone. The approximate location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration, or shaking, at the site may be considered as approximately similar to the southern California region as a whole. The acceleration-attenuation relations of Sadigh (1987) have been incorporated into EQFAULT (Blake, 1991). EQFAULT is a computer program used for the deterministic evaluation of horizontal accelerations from digitized California faults. Results of the computer file search and computations are enclosed in Appendix B. Peak horizontal ground site accelerations anticipated at the site were determined, based on the attenuation relations developed by Sadigh (1987) for strike slip faults. The largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0.20g and 0.32g assuming maximum probable and credible events of magnitude 6 and 7, respectively, on the Rose Canyon Fault zone, located 6± miles west of the site. Other Hazards Considered The following list includes other seismic related hazards that have been considered during our evaluation of the site. The potential of these hazards to affect the proposed development are considered low to very low and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures: Surface Fault Rupture Ground Lurching or Shallow Ground Rupture Tsunamis Liquefaction Dynamic settlements It is important to keep in perspective that in the event of maximum probable or credible earthquake occurring on any of the nearby major faults, intense ground shaking would occur in this general area. Potential damage to any structures would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above. This potential would be no greater than that for other structures and improvements developed in the immediate vicinity. GeoSoils, Inc. 50 1GO I I SCALE (Miles) RC-ROSE CANYON FAULT ZONE SJ-SANJACINTO FAULT ZONE SA- SAN ANDREAS FAULT ZONE EF-ELSINORE FAULT ZONE SAN FRANCISCO SITE LOCATION {+): Latitude - 33.1227 N Longitude - 117.2820 W FOUR-SHER DEVELOPMENT CALIFORNIA FAULT W.O. 1840-SC FIGURE 2 GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 6 LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented in Appendix C. DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: Depth to competent material. Expansion potential of site soils. • Regional seismic activity. Settlement potential. The recommendations presented below consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Earth Materials Existing Fill: The results of density testing performed on existing compacted fill material are presented at the appropriate depth taken as indicated within the test pit logs in Appendix A. Based on a review of this data and laboratory maximum dry density/optimum moisture content data contained in Appendix C, the following conclusions are provided. Existing compacted fill materials (map symbol af) within the site and below existing pad grade generally do not meet the current industry minimum standard of 90 percent (or greater) relative compaction. Furthermore, the moisture content of the fill below existing pad grade is on the order of 120 to 150 percent of the soils optimum moisture content. Laboratory and field testing indicate that the relative compaction of fill soils below existing grade varies from 84 to 90 percent, with an average of 87. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 7 Previous site work, performed by GeoSoils, Inc., (1991) and others (San Diego Soils, 1988) had indicated that fill onsite was compacted to the minimum industry standards. The current condition of existing fill below pad grade is likely due to one or a combination of the following conditions. 1. Elapsed time (approximately 5 years) since the most recent site grading and approximately 4!4 years since the completion of our referenced report, dated March 21, 1991. 2. Expansive nature of existing fill. 3. Periodic drying and wetting of expansive soil near the surface. 4. Overall increase in the moisture content of fill below the zone of surficial drying and wetting. Increased moisture content is based on the assumption that fill material was placed at or slightly above the soils optimum moisture content (i.e., range of 15.3 to 18 percent), as indicated by the laboratory compaction data generated for site soils. The observed excess moisture (near or above saturation) is likely the result of higher than normal seasonal precipitation and excessive or malfunctioning irrigation. The site subsurface water most likely seeped or flowed along the bedrock/artificial fill contact and collected in areas such as the linear fill ("finger") in the southern portion of the site. 5. Selective location of testing. Recommendations for the treatment of existing fills are presented in the earthwork section of this report. Bedrock The thin surficial layer of loose and/or weathered bedrock material exposed at existing grades is not considered suitable for structural support unless these materials are treated in accordance with recommendations contained in the earthwork section of this report. Subsurface and Surface Water Subsurface and surface water, as discussed previously, is not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. GeoSoils, Inc. SCALE 1"=2400' FROM THE THOMAS GUIDE, 1994 SAN DIEGO COUNTY EDITION SITE LOCATION HAP DATE 6/95 n MO 1840-SD Geotechnical Engineering • Engineering Geology FORM 89/22 FTGIIRF 1 FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGES RECOMMENDATIONS General Three 'alternatives are presented for site earthwork and foundation design/construction. In general, each alternative may be characterized briefly as follows: Alternative 1 Consists of over-excavation in cut areas and complete removal and recompaction of all existing fill within the building footprint. Conventional foundations may be used when earthwork consists of over-excavation in cut areas and complete removal and recompaction of all existing fill within the building footprint. Alternative 2 Consists of over-excavation in cut areas and partial removal of existing fill within the building footprint. Conventional foundations may be used when earthwork consists of over-excavation in cut areas and partial removal of existing fill within the building footprint. Due to the partial removal of existing fill, increased angular distortions should be designed for portions of the structure. Alternative 3 Consists of constructing the pad per current plan with nominal reprocessing of soils exposed at existing grade. A combination of conventional foundations and deepened foundations (deepened footings or drilled piers) may be used when earthwork consists of constructing the pad per current plan with nominal reprocessing of soils exposed at existing grade. The entire foundation system for this alternative should be embedded entirely into formational material. Grading All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code (and other applicable sections), and the requirements of the City of Carlsbad, except where specifically superseded in the text of this report. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GeoSoiis, Inc. (GSI). If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered at that time. AH applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Site Preparation Debris, vegetation and other deleterious material should be removed from the site prior to the start of construction. Formational materials exposed at grade or in over-excavation ares should be scarified, moisture conditioned and compacted to a minimum relative compaction of 90 percent prior to placement GeoSoiis, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 9 of compacted fill. All areas approved to receive compacted fill should be scarified and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90% relative compaction. This excludes the pavement areas, to be compacted to 95 percent. Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (6± inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If fill materials are imported to the site, the proposed import fill should be submitted to GeoSoils, Inc., for laboratory testing to verify that the import material is compatible with onsite material acceptable for its intended use. At least 3 business days of lead time should be allowed by builders or contractors for proposed import submittal. Exterior Slab On Grade Areas: (Excluding Pavements and Parking Areas) Subgrade soils in proposed slab on grade areas should be cleared of all vegetation and other deleterious debris, scarified and moisture conditioned to a depth of approximately 12 inches below existing grades and compacted to a minimum 90% relative compaction as determined by the laboratory maximum dry density. Pavement Areas A discussion of the treatment of existing ground in pavement areas is presented in the "Preliminary Pavement Sections" section of this report. Erosion Control Cut and fill slopes will be subject to surficial erosion. Onsite earth materials have a moderate to high erosion potential. Evaluation of cut areas during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction, remedial grading (e.g., stabilization fills) may be recommended; however, no remedial measures are anticipated at this time. Existing erosional features (gullies) within the slope along the northern property line should be cleaned of all loose debris and benched to encounter competent material. Once these features are cleaned and benched, compacted fill may then be placed in accordance with recommendations included in this report. Although labor-intensive, the use of hand equipment, i.e., "whacker" type tamper, may be considered for compaction operations of erosion repairs. Foundations Anticipated column loads are anticipated to be 30-50 kips while wall loads are anticipated to range between 4 to 5 kips per lineal foot. The engineering analysis performed concerning the foundation system and the recommendations offered below, have been prepared using these anticipated loads and assuming the recommended earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are , Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 10 reviewed and conclusions of this report are modified or approved in writing by this office. The location of the building was selected by others, and it is our understanding that alternative locations beyond that proposed are not being considered at this time. The information and recommendations presented in this section are not meant to supersede design by the project structural engineer. Upon request, GSI could provide additional input/consultation regarding soil parameters, as related to foundation system design. ALTERNATIVE #1 Removals: Materials generated during removal operations may be re-used as compacted fill provided the materials are allowed to dry out and/or mixed with dryer materials to achieve proper moisture levels prior to placement. The potential for any densification of fill soils during seismic shaking would be reduced by the recompaction of existing fills, if performed. When removals are completed, the exposed surface should be scarified, moisture conditioned and recompacted per the typical GSI grading guidelines and recommendations herein. Removals should consist of all existing fill within the building footprint and below a 1:1 projection downward and away from extreme exterior foundation elements. Maximum removal depths on the order of 9± feet are anticipated within the southeast corner of the proposed building. Over-Excavation: Proposed grading of the building site would create a cut/fill transition in the northwestern portion of the building site. In order to provide for uniform support of the structure, the cut portion of the building should be overexcavated and replaced with compacted fill to provide a minimum 4 foot thick compacted fill blanket and 12 inches below the lowest foundation element. Areas where planned fills are less than 4 feet thick should also be overexcavated to provide the recommended minimum fill thickness. Overexcavations should be completed for a minimum lateral distance of 8 feet outside of the extreme exterior foundation elements. Foundations: Our field work and laboratory testing indicates that onsite soils are low to medium, in expansion potential. Preliminary recommendations for foundation design and construction are presented below. Bearing Value: An allowable bearing value of 2250 pounds per square foot should be used for design of continuous footings minimum 15 inches wide and 18 inches deep and for design of isolated pad footings 24 inches wide and 24 inches deep, bearing in properly compacted fill material. This value may be increased by 250 pounds per square foot for each additional 12 inches in depth to a maximum value of 2750 pcf. No increase in bearing for width should be allowed. The above values may be increased by one-third when considering short duration seismic or wind loads. A factor of safety of 3 was used in the determination of the allowable bearing value. Footings placed within a distance GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 11 of 3 times the footing width (minimum dimension) from adjacent footings should be reevaluated at the time the foundation plan is available. ' Lateral Pressure: 1. Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2250 pounds per square foot. 2. An allowable coefficient of friction between properly compacted fill soil and concrete of 0.30 may be used with the dead load forces. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7 foot horizontal set back from the base of the footing (bearing elevation) to any descending slope face. 5. A factor of safety of 1.5 was used in the determination of passive earth pressure and the coefficient of friction. Construction: 1. All footings should be embedded a minimum 18 inches into properly compacted 2. All continuous footings should be minimally reinforced with 4 No. 4 rebars, 2 top and 2 bottom. Additional reinforcement may be warranted where footings transition from compacted fid to natural ground at the truck dock loading area and should be checked by a structural engineer. GSI recommends foundation treatment (increased reinforcement, etc.) for a minimum distance of 10 feet on either side of the transition. Foundation Settlement - Structural Loads: Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, a majority {>50 percent) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately 1 inch and should occur below the heaviest loaded columns. Differential settlement is not expected to exceed approximately 1/2 inch between similar elements, in a 20 foot span. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 184Q-SC PAGE 12 ALTERNATIVE #2 Removals: Removals should consist of all existing fill or bedrock within 5 feet of existing "grade. Removals should be completed for a minimum lateral distance of 8 feet beyond the extreme exterior foundation elements. Over-Excavation: Proposed grading of the building site would create a cut/fill transition in the northwestern portion of the building site. In order to provide for uniform support of the structure, the cut portion of the building should be overexcavated and replaced with compacted fill to provide a minimum 4 foot thick compacted fill blanket and 12 inches below the lowest foundation element. Areas where planned fills are less than 4 feet thick should also be overexcavated to provide the recommended minimum fill thickness. Overexcavations should be completed for a minimum lateral distance of 8 feet outside of the extreme exterior foundation elements. Foundations: Our field work and laboratory testing indicates that onsite soils are low to medium, in expansion potential. Preliminary recommendations for foundation design and construction are presented below. Construction: (see construction notes - Items 1 and 2 under Alternative 1). Foundation Settlement - Structural Loads: Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, a majority (>50 percent) of the anticipated foundation settlement is expected to occur during construction. Anticipated settlements will likely be greater than in Alternative 1 in areas underlain with existing fill. For planning purposes, this area may be defined as a triangular area within points at the southeast corner of the planned structure, a point located approximately 200 feet north of the southeast building corner and a point 150 feet west of the southeast building corner, points relative to the southeast corner are measured along the perimeter building walls. Maximum settlement in this area due to the combined effects of compression of the existing fills, new fill, and footing loads on the new fill may be on the order of 2"±. This would indicate a possible angular distortion of up to 1" between similar elements in a 20± foot span. Maximum settlement within remaining areas of the structure are not expected to exceed approximately 1 inch and should occur below the heaviest loaded columns. Differential settlement is not expected to exceed approximately 1/2 inch between similar elements, in a 20 foot span. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 13 ALTERNATIVE #3 Removals: This alternative requires only that soils exposed at pad grade are 'reprocessed and recompacted to a depth of 18 inches. Removals to footing depths are not necessary. Conventional Foundations: Conventional foundations bearing on formational material may be designed and constructed as follows: Conventional strip foundations may be used where the depth to bedrock is no greater than 3 feet. In areas where the depth to bedrock exceeds 3 feet, drilled piers socketed into the bedrock are recommended Alternatively, shoring may be used for conventional foundations with excavations exceeding 3 feet in depth. Bearing Value: 1. An allowable bearing value of 3000 pounds per square foot should be used for design of continuous footings that are a minimum 15 inches wide and embedded a minimum of 18 inches into formational materials. An allowable bearing value of 3000 psf may be used for isolated pad footings 24 inches wide and embedded 24 inches into bedrock material. The above values may be increased by one-third when considering short duration seismic or wind loads. A factor of safety of 3 was used in the determination of the allowable bearing value. 2. All footings should be embedded a minimum 18 inches into bedrock. 3. All continuous footings should be minimally reinforced with 2 No. 4 rebars, one top and one bottom. Lateral Pressure: 1. Passive earth pressure of bedrock may be computed as an equivalent fluid having a density of 275 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2500 pounds per square foot. 2. An allowable coefficient of friction between bedrock material and concrete of 0.35 may be used with the dead load forces. This value may vary depending on the granular composition of the bedrock exposed at bearing elevation (0.3 to 0.4). 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7 foot horizontal set back from the base of the footing to any descending slope. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 14 5. A factor of safety of 1.5 was used in the determination of passive earth pressure and the coefficient of friction. 'Drilled Piers: Where depths to formational material below pad grade exceed 3 feet, the structure may be supported by drilled piers, founded in bedrock materials. The drilled pier foundation should gain vertical support with skin friction and end bearing in the dense formational materials underlying the existing fill. The precise depth of drilled pier(s) shall be determined by the structural engineer. Piers bearing into bedrock should be a minimum of 2 feet in diameter and embedded a minimum of 2 feet into bedrock material and may be designed for an allowable skin friction of 500 pounds per square foot (psf) in compression and allowable uplift limited to 50 percent of the allowable soil strengths. End bearing of the piers directly on the bedrock may be used (if excavations are cleaned out) and calculated using previously noted bearing values for bedrock. Lateral loads can be resisted by an allowable passive soil pressure of 275 psf/ft of depth for each pier into existing fill, acting on an area of two times the pier diameter, not to exceed 2250 psf. The upper 1 foot of passive resistance for each pier should be neglected unless the soil is confined by pavement or slab. It is our understanding that pavement surrounding the building is proposed. Additional lateral resistance may be obtained from lateral pier deflection. For a half inch lateral pier deflection, a lateral load of 10 percent of the vertical capacity can be utilized. Drilled piers should be spaced a minimum of 3 pier diameters shafts apart (center to center). The effects of pier groups should be evaluated when the preliminary foundation drawings are made available. The excavation and installation of the drilled piers should be observed and documented by the project geotechnical engineer to verify the desired depth. The bottom of the drilled pier should be cleared of any loose or soft soils before concrete placement. We recommend that concrete be placed through a tremie pipe immediately after the hole is drilled, the excavation is approved, and the reinforcement is in place. Care should be taken to prevent striking the walls of the excavations with the tremie pipe during concrete placement. Foundation Settlement (Piers and Footings on Bedrock): A majority of the anticipated settlement due to any structural loads from the building are expected to occur during construction. Maximum settlement of near surface foundation elements is not expected to exceed approximately 1/3 inch. Differential settlement is not expected to exceed 1/4 inch between piers bearing into bedrock. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 15 FLOOR SLAB DESIGN Concrete slab on grade construction is anticipated. The following are presented as minimum design' parameters for the slab, they are in no way intended to supersede design by the structural engineer. Design parameters do not account for concentrated loads (e.g., fork lifts, other machinery, etc.) and/or the use of freezers or heating boxes. The slabs in areas which will receive relatively light live loads should be a minimum of 5 inches thick and be reinforced with No. 3 reinforcing bar on 18 inches centers in two perpendicular directions. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel. The recommended compressive strength of concrete is 4,000 pounds per square inch (psi). The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints of accommodate anticipated concrete shrinkage and expansion. In areas where moisture condensation is undesirable (e.g., areas to have moisture sensitive floor coverings), a minimum 6 mil plastic membrane should be placed. The membrane should be sandwiched between two-inch (minimum) sand layers. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut-off wall extending at least 18 inches into the subgrade soil, below the sand layer. The project structural engineer should design the slabs in areas subject to high loads (machinery, forklifts, storage racks, etc.). If requested, we will aid the structural engineer in the design of the slab. Modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations and heavy storage areas. A k-value (modulus of subgrade reaction) of 75 pounds per square inch per inch (pci) would be prudent to utilize for preliminary slab design. An R-vatue test and/or plate load test may be used to verify the modulus of subgrade on near surface fill soils. The subgrade material should be compacted to a minimum ninety percent of the maximum laboratory dry density. Prior to placement of concrete, the subgrade soils should be well moistened to at least optimum moisture content and verified by our field representative. If alternative 3 is utilized, floor slabs should be constructed as free floating, that is, independent of the foundation system for the building. Additional detailing of the slab for Alternative 3 should be considered. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 16 RETAINING WALLS Design Retaining wall foundations bearing on properly compacted fill soil may be designed using parameters provided in the "Design" section of Foundation Recommendations presented herein for. For wall foundations bearing on undisturbed competent formational material (i.e., bedrock), the following design parameters are provided. Bearing Value (Formational Material): 1. An allowable bearing value of 3000 pounds per square foot should be used for design of continuous footings a minimum 15 inches wide and 18 inches deep bearing in competent formational (bedrock) material. The above values may be increased by one- third when considering short duration seismic or wind loads. A factor of safety of 3 was used in the determination of the allowable bearing value. 2. All footings should be embedded a minimum 18 inches into properly compacted fill. 3. All continuous footings should be minimally reinforced with 2 No. 4 rebars, 1 top and 1 bottom. Additional reinforcement may be warranted where footings transition from compacted fill to natural ground at the truck dock loading area or site walls. GSI recommends treatment of transition areas within 2H on either side of the transition zone. Where H is the height of retained material behind the wall at the transition. Lateral Pressure (Formational Material): 1. Passive earth pressure may be computed as an equivalent fluid having a density of 275 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2500 pounds per square foot. 2. An allowable coefficient of friction between properly cleaned formational surfaces (bedrock) and concrete of 0.35 may be used with the dead load forces. As previously indicated this value may vary depending on the bedrock exposed and would likely be in the range of 0.3 to 0.4). 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7 foot horizontal set back from the base of the footing to any descending slope. 5. A factor of safety of 1.5 was used in the determination of passive earth pressure and the coefficient of friction. If expansive soils are used to backfill the proposed walls, increased active and at-rest earth pressures will need to be utilized for retaining wall design. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY W.O. 1840-SC JULY 14, 1995 PAGE 17 Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking dependent upon the materials used to construct the wall. Loading Dock Wall: It is recommended that the loading dock wall along the east side of the proposed building is designed for restrained conditions. Restrained Walls: Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The surcharge loads, as applicable, could be added to the active pressures for restrained walls as indicated in the following section. The loading dock wall may be considered restrained and should be evaluated by the structural engineer. Surcharge loading and seismic loading of restrained walls should be evaluated as indicated in the following sections. Cantilevered Walls: These recommendations are for cantilevered retaining walls up to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. For seismic loading a seismic increment of 15H (uniform pressure) for level backfill and 25H for fill sloped at 2:1 behind the walls. Where H is defined as the height of retained material behind the wall may be used. If traffic is within a distance H behind the wall or a 1:1 projection from the heel of the wall a pressure of 100 psf per foot in the upper 5 feet of the wall should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1:1 projection behind the heel of the wall. For preliminary design purposes an added pressure equal to 1/3 of the bearing pressure of adjacent footing within a 1:1 projection of the heel of the wall should be added on the back of the wall in uniform pressure for a distance equal to twice the footing width along the wall alignment. Surface Slope at Retained Material (Horizontal to Vertical Weight* Select Onsite GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY W.O. 1840-SC JULY 14, 1995 PAGE 18 Level 2 to 1 35 50 50 65 *To be increased by traffic, structural surcharge and seismic loading as needed. These pressures are for retained onsite soils or select import soils. Wall Backfill and Drainage: All retaining walls should be provided with an adequate pipe and gravel backdrain system (minimum two outlets), to prevent buildup of hydrostatic pressures. In addition, gravel used in backdrain systems should be a minimum of thickness of 12 inches, utilizing 3/8 to 3/4 inch clean crushed rock wrapped in filter fabric. Where the void to be filled is confined, the use of panel drains is recommended, but should be reviewed and approved by the project geotechnical engineer prior to implementation. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil. Proper surface drainage should also be provided. Heavy equipment should not be used within a distance equal to the maximum height of earth material retained behind the walls. GSI recommends that compaction efforts within the area behind the walls be accomplished with hand operated equipment. Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from bedrock to fill. If this condition is present the civil designer may specify either: a) A minimum of a two foot over excavation and recompaction of bedrock materials for a distance of 2 times the height of the wall. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material. If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. Additional Wall Considerations: Excavation for proposed walls to be constructed into existing slopes along the north side of the site will likely encounter existing stabilization fill backdrain outlets within the existing slope between Lots 34 and 35. These outlets should be located prior to excavation operations for the walls. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY W.O. 1840-SC JULY 14, 1995 PAGE 19 New outlets should be constructed and outletted through the proposed wall and/or connected to proposed area or storm drain systems. PRELIMINARY PAVEMENT DESIGN Pavement sections presented are based on R-vaiue data, obtained from other projects with similar soils in the vicinity, the anticipated design classification, based on information provided by the client, and the minimum requirements of the City of Carlsbad. For planning purposes, pavement sections consisting of asphaltic concrete (AC) over base and full depth Portland cement concrete (PCC) are provided. Portland Concrete Cement Pavement "'c % A^x^kM^ - , V^xM^F^t* Tfofflft AT0a Parking Stalls Traffic Areas * AVft^ge D?%, - , Tm«fc f rftffc {ADtt) 200 200 * " $«tep«l#' '"', , ~^r^SK» , 16 16 ' i "• * ••; * Axte toad , -aatcgoiy \ light medium/heavy RCj£%fl&|tr«i«r7 , *' (i$1j!fta*}V' 5 V> 6.5 8.0 (1)Concrete shall be 560-C-3250 minimum. Upon completion of grading, R-value testing of subgrade soil should be performed. If R-values, determined from site specific testing, are significantly different from values used in our preliminary design, then pavement sections presented in this report would be revised to reflect field conditions. For truck lanes and ramps, a 4 inch minimum layer of Class 2 aggregate base is recommended beneath the concrete paving. In order to improve performance of pavement parking areas, the 4 inch base layer should also be considered in these areas. Design of truck loading docks should utilize guidelines provided for truck lanes and ramps with special detailing for edges and jointing. Detailing of PCCP should be performed by the Civil Designer and should include load transfer joints and crack control joints for truck traffic areas. Alternative PCC Pavement Section/Details Traffic Lanes: As an alternative to PCC pavement design presented above for traffic areas. The following may be considered: Portland Cement Concrete Pavement (PCCP) thickness of 9 inches. Baserock is not required below the pavement. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY W.O. 1840-SC JULY 14, 1995 PAGE 20 Pavement shall be constructed with keyed joints 3 inches in height. • Control or expansion joints shall be no more than 15 feet apart in plan view. Depth of the crack control joints shall be a minimum of 2-1/4 inches. 'Concrete will be ASTM 560 - C- 3250. The concrete should be placed directly upon the subgrade soil, prepared in accordance with recommendations in our referenced report and at a minimum of 90 percent relative compaction. Parking Areas: PCCP in parking areas will remain at 6-1/2 inches in thickness or may be changed to 6 inches if the following criteria are used: The pavement outer edge is deepened to a thickness of 8 inches over a distance of 18 inches. The transition of the pavement from 6 to 9 inches at the traffic lane boundary shall be made over a distance of 18 inches with crack control joints (weaken plane) at the end of the transition. The parking area should be keyed to the traffic lane. Asphalt Concrete Pavement Based on our general site observations and subsurface exploration, relatively clayey soils are anticipated to be exposed at pavement subgrade throughout the site. For general planning purposes, a preliminary resistance value (R-Value) of 10 or less may be used for preliminary pavement design. Preliminary pavement sections are presented in the following table: ' ' ,-. v •. •* *? - ^TjflSffifc AtfSA^ Parking Areas Traffic areas ',« ' "'.. ' / ' ' ,, ' so v -. TraHf c ipdojti ^ ^ ' 4.5 7 '> " <,"';,-,' } f ' * "" '/%' ' "';/' s, S^t)0t^<f^ ^%''s ^ "" \\ \ •, \J&*tt-ii±;f'-' ^, ^f ^ 1C AIU W\ s vs^'t f 16 16 V v ' ' ''- " ' ~- ," " "V , •;;)ft»C,.:TfetCt<H|6^:. .:/"v^.'fei^fewi *i;j' 3 4 i-v -v^'v:,' ^-^•i-;r ,:\;-, s ^srspttf*^^;^' V j;-.^ 1rHiC^H8*8:'il*|v';(f V'^ s ^ij^S^^^ 6.5 12.5 "'Denotes Class 2 Aggregate Base <R> 78, SE > 22) As stated above, the pavement sections provided are preliminary in nature. Actual pavement sections should be determined based on selective R-vatue testing of soils exposed at finished subgrade. Subgrade and Base Preparation All pavement installation, including preparation and compaction of subgrade, compaction of base material, and placement and rolling of asphaltic concrete should be done in accordance with the City of Carlsbad specifications and under the observation and testing of the project geotechnical engineer and/or City of Carlsbad. GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 21 The upper twelve inches of subgrade should be scarified, moisture conditioned to about the optimum moisture, and compacted to at least 95 percent of the maximum dry density. Class 2 aggregate base should be compacted to at least 95 percent of its maximum dry density. If adverse conditions are encountered during preparation of the subgrade materials, special construction methods may need to be employed. Pavement Construction and Maintenance The recommended pavement sections are meant as minimums, if thinner or highly variable pavement sections are constructed increased, maintenance and repair may be needed. Positive site drainage should be maintained at ail times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the traffic index(s) used for design, increased maintenance and repair could be required for the pavement section. Additional Considerations Trash enclosures areas should be designed per the minimum standards of the City of Carlsbad. If planters are to be placed adjacent to pavements a cut off barrier should be made for a minimum of 12 inches below the pavement section. POST GRADING CRITERIA Graded Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Additional Site improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Additional Grading GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 22 This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and/or retaining wall backfills. Footing Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls.at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. Drainage Positive site drainage should be maintained at all times. Drainage should not be allowed to flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or into a subsurface drainage system. Due to the nature of onsite soils, combined with the hardness and permeability of the bedrock materials on site, local areas of seepage may develop due to irrigation or heavy rainfall. .Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over watering the landscape areas could adversely affect proposed site improvements. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of addition amendments they should be recompacted to 90% compaction. The soil materials should be maintained in a solid to semi- solid state. The slope areas should be planted with drought resistant vegetation. Consideration should be given to the type vegetation chosen and their potential effect upon surface improvements (e.g., some trees will have an affect on concrete flatwork with their extensive root systems). GeoSoils, Inc. FOUR-SHER DEVELOPMENT COMPANY JULY 14, 1995 W.O. 1840-SC PAGE 23 Utility Trench Backfill 1. All interior utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory 'standard. No jetting or flooding of trenches should be performed on this site. 2. Exterior trenches in structural areas, beneath hardscape features and in slopes, should be compacted to a minimum of 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing, should be performed to verify the desired results. 3. All trench excavations should minimally conform to CAL-OSHA and local safety codes. 4. Trench dimensions, bedding requirements and structural setbacks should adhere to UBC, local ordinances, standards of the City of Carlsbad, County of San Diego or the controlling utility company/authority, whichever is more stringent. Corrosive Potential Corrosivity testing of site soils was not performed for this study. Such testing can be performed, preferably subsequent to final site grading, at the client's request. PLAN REVIEW Specific grading and foundation plans should be submitted to this office for review and comment as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed to be representative of the total area. However, variations from the anticipated conditions and actual field conditions should be expected. Test excavations are reflective of the soil and rock materials only at the specific location explored. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work or testing performed by others. The data discussions, conclusions and recommendations prepared within this report for Four- Sher development company are for geotechnical and geologic purposes. The work did not included environmental evaluation or assessments. GSI would be pleased to provide these services under a separate cover. , Inc. FOUR-SHER DEVELOPMENT COMPANY W.O. 1840-SC JULY 14, 1995 PAGE 24 Since our study is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change in time. Overall, the enclosed results represent our professional opinions and evaluations which were performed within the constraints of a budget. If you should have any questions regarding this report, please do not hesitate to contact this office. Respectfully submitted, GeoSoils, Inc. Roberto. Crisman, CEG 1934 Senior Project Geologist Paul L McClay, CEG Principal Geologist Andrew T. Guatelli, RCE 47335 Principal Engineer EHL/PLM/ATG/mb Enclosures: Reference List Appendix A, 1995 Test Pit Logs and 1991 Test Pit Logs Appendix B, EQFAULT Appendix C, Laboratory Testing Plate 1, Geotechnical Map GeoSoils, Inc. REFERENCE LIST Blake, Thomas F., 1989, EQFAULT Computer Program for the Deterministic Prediction of Horizontal Accelerations from Digitized California Faults. GeoSoils, Inc., March 21, 1991, Geotechnical Site Evaluation, Carlsbad Airport Center, Unit II, Carlsbad, California, W.O. 1260-SD. ICG Incorporated, April 21, 1993, Geotechnical Report of Rough Grading, Airport Business Center, Unit 2, Carlsbad, California. Jennings, Charles W., 1982, Preliminary Fault Activity Map of California; Calif. Div. of Mines and Geology, Geologic Data Map series No. 1, to 750,000 scale. Lindvall, S., Rockwell, T. and Lindvall, E., 1989, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault Zone, in Roquemore et. al. eds., Proceedings from a Workshop on The Seismic Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System, 106 pp. Naval Facilities Engineering Command, USN (1986) Design Manual 7.01 and 7.2. Sadigh, K., Chang, C.-Y., Makdisi, F., and Egan, J. (1989), "Attenuation Relationships for Horizontal Peak Ground Acceleration and Response Spectral Acceleration for Rock Sites (abstract)," Seismological Research Letters, vol. 60, pg. 19. Supplemental Geotechnical Investigation Carlsbad Airport Center, Unit 2, and Off-Site Fill Area Carlsbad, California, Job No. 05-4879-011-00-00, dated July 29, 1988, by San Diego Geotechnical Consultants, Inc. Weber, Harold F., 1992, Geologic Map of the Central-North Coastal Area of San Diego County, California, Showing Recent Slope Failures & Pre-Development Landslides. GeoSoils, Inc. APPENDIX A 1995 TEST PIT LOGS AND 1991 TEST PIT LOGS GeoSoils, Inc. 00 Q_^ O6 GJa:LJLJXopa:Z) OLL. enUJ LL O O O O V)J O CO OUJ CD zoh-Q.o:owLUa ^fc°5E' S^u?du^ LuQ i- LU^ rVg| gg LU O°-s 3*5. i- T Egjtfj UJ •— -2°GROUPSYMBOLJTuQ. .i111 &. Q h- tt St1- Q. to"oE£*0)Q^f$CDcip: ^^^ S. 0)£^ COJ9 cO 0) c ^ 1 .1-Q -0 S E0 S E EO) O^ s j ai m — { co - E§ @ O '<J: O o o CN CM O CO TJ-1O CL H £i^-*-*"CO'o E £*CD> £5o >^•ac COCO c o _o• i i <u § o COo> p CM CD __j O h-i•*• E3TJCDE-"co'oE£rn\u/>Q Z< CO CD Cw= >. CD>»COo c o ^0) ^^ »0 0)£ g.21 a)_i -a OCO a>ih- 0ci^>*<D>,COOc.3o^BXI0)15-acCO •••^^"1m J^fi *01 0) (U CO> c» aio£ "S +-'Jp. to « 0^ggO coir a Q ZUJ < 00 CO o \"" O) T3rti£ 13*- OCD OCD C**- CD LOO i^ 03 ^3 CD 11 § Tx: .> LO -S.1 g-oQ) 3 .E CD~r\ /*\ ^ "~~Z 2 5 c=ro en o -g "o o o coh- 2 Z OQ CO Q_*• OO Qjo:LUxco o en LL O Oo o O CO OLU O zo- 1-0.a:oCOUJa ££a - u? 32£dg~u. j_ UJ UJ -3 UJ Oft-S ^c ^L i^^^ ^U v^** CO GROUPSYMBOLI ft^a!LU £- Q ffitI- 0. -•-I"tooE>,0)QCO0)c ^0) TO O C o £} 0) "o •*-" O)_J •j ajj 8CL JQ O OCO in v^ o eg d.h- 0)0)TOOC5o-°a>"oc TO ^5 O) CL) 0) g > g o "a "O -*-1" <D .JQ 3i! Oo E ** LU BEDROCK:SANDSTONin T30) -2"c Oo*t c¥ <D m CN JJ CO |( TO T- f- "i »Sd) u .E _o T3 O > := i— TO ^.JS ^ ° o O O O TOH z z: CQ OCOIo LUCO D_*" OO UJ*8o:LUX Ou_ COUJ H- LL O OO Oz CO_j O COOUJo zo. 1-0_ £ OV.UJ Q |gc — ' m LL. K UJ 5 3 uj o SE~GROUPSYMBOLgj Q te * K Q. QCO0)gCDCDOC2 <D rt, C§ 0) 1= ^ QJ L. r—-2 .3 o> i "8 ^ o ^ § -Q 5 TJ 0) OJ g> w c"§3 s"*~* C O) "« O-j o g .. £ CQ 00 O5 q (N CNJ o CO o CO d.H ^^.« to£ SfUJ 0)Z .c1 — —CO TJQ •»-•y wZ. <uS510) 3c olj= (A >^ O) '« o i)B £^BEDROCK: Mediudense, micaceous,bedding planes."? -o 2.0)-i-"c oo Total depth= 5 feetNo groundwater enNo cavingBackfilled 5-16-95 CO Q.T- OO uja:LUXopd:Z)o LL O Oo O COJ o(Oo LLl O zo• 1-D_ OH OCOUJa E m H LU oQ- E iig GROUPSYMBOLX Ul t-Q St1- 0. OJ_ co ""E gLU B2 O0 EsiZ 0) g OJf~ **~ m ^ — 'oi 01 >..£fO TJ -, *** vJ ^>Q* (p frt c -Q o | 0) °° "U S ">CL> -= . >BEDROCK: Mdense, brittle, abedding planesBedding: N50°- CN O Q- H •a V Sc 3O -^ 0<D C & ® *f> ^ L. Q)Total depth= 2No groundwateNo cavingBackfilled 5-16-zot-Q. S.uto LUQ is- Q OT O -J uj Si u! H- Ul LU ^ ££ « ui o a^ is"GROUPSYMBOLXr^ ^(L fr*ui ibQ S* H 0- QCO0)cIP0)rooc o^. .£} 0) "o £gi £ 0]i— CD .> w O Q • • -i-J" _J *o OCO to •v~ O ID Q.H 0)(0ccu•o E ^0) CD BecomCO O)o CD CD lO CN CO1in •a cB "c oo•*-* d9? § m4= i_ a>/i^ ico .22 CD " i "-*1 -S w "5. c ^TIa> 3 .£ a>"° o > =v_ aj if-(0 D) 0 -g "o o o caH Z Z CD OCO Q_^ OO QjQCCUJXd:=>a Q- H- UJ u_ O O O OZ w"_1 o (Ootijo o 0- o(0UJQ *i=~(O Jj jyi~ II 1U O(L 5 |uit.GROUPSYMBOLX 1U &Q Sf1- Q- 0)"O^"woEtil"OH Q Z CO 0)c >s i*rf BEDROCK: Grav siabundant mica.@1' becomes denseCO COo CO ^~ 10 V1o CD O. T3 i0) -*— •c=1n Total depth= 1.5 feelNo groundwater encNo cavingBackfilled 5-16-95 Ssoo a.*• oO uja:LLJXCOa:D O tn COLLJ o O o CO-J O COOUJO 2 Op DESCRIPgg& E ui ta i- w w ^ggui o ui x GROUPSYMBOLX _ p i UI i.Q BbH a. O ^>» wTJ "CC 3CO O0 COQ o^ *•-< 2co ^c SI ciif= c Z>, 0) <a> T: co tl | r- ^ CO IE"0 c c _> w jQ .. E >>1 ui > -o q O) m T-~ „ O o CO m CO o a.l- co"coNCD 'i^.c oj*^'« OT>s °*2 o0) CO 0) <u ^ Z3 BEDROCK: Medium arav to olSANDSTONE; moist dense, britbedding planes.t CO Total depth= 4 feetNo groundwater encounteredNo cavingBackfilled 5-16-95 1991 TEST PIT LOGS GeoSoils, Inc. CENTRE DEVELOPMENT W.O. 1260-SD MARCH 21, 1991 TEST PIT LOG Test Pit Depth (ft.l Material Description TP-9 0-8 ARTIFICIAL FILL: Light yellow brown, dry, dense, silty SAND. @.5 feet becomes yellow brown and moist. ©2.5' Becomes dark brown, moist, dense, clayey SAND, abrupt smooth ct. at base. @3' Yellow gray, slightly moist, dense, silty SAND. Total Depth= 8 feet TP-10 0-3 BEDROCK - SANTIAGO FORMATION: Mottled olive gray, gray brown and red brown, dry, dense, fissile thinly laminated silty fine SANDSTONE. Bedding attitudes: N20W, 5°SW, N30W, 9°NE, N60E, 5°SE. Total Depth= 3 feet TP-11 0-2.5 2.5-3 ARTIFICIAL FILL: Grayish yellow brown, dry, dense, silty fine SAND with some clay. BEDROCK SANTIAGO FORMATION: Olive brown, moist, dense, massive weakly fissile sandy SILTSTONE with fossil shells and wood stems. Total Depth= 3 feet GeoSoils, Inc. CENTRE DEVELOPMENT MARCH 21, 1991 W.O. 1260-SD TEST PIT LOG Test Pit Depth fft.) Material Description TP-12 0-2 BEDROCK - SANTIAGO FORMATION: Olive brown, moist, dense, weakly laminated and fissile fossilli ferrous SANDSTONE. §1.5' Becomes very cemented and inundated. Total Depth- 2 feet TP-13 0-2,5 ARTIFICIAL FILL: Interlayered dark brown, moist, clayey SAND; orange brown, moist, dense SAND and gray brown silty sand. 2.5-4 BEDROCK - SANTIAGO FORMATION: Olive brown and red brown, moist, dense, fissile, thinly laminated fine sandy SILTSTONE. Bedding attitude: N60W, 6'SW N20E, 10°NE Total Depth- 4 feet TP-14 0-2.5 BEDROCK - SANTIAGO FORMATION: Gray brown, dry, dense and laminated SANDSTONE. Bedding attitude: N50E 6° SE. @.5' Gray brown and yellowish gray becomes moist dense, well cemented weakly laminated SANDSTONE. Total Depth= 2.5 feet -4- GeoSoils, Inc. APPENDIX B EQFAULT GeoSoils, Inc. DATE s Thursday, June 15, 1995 E Q F A U L T Ver. 2.01 1 mat. i on of Peak Hejr i zontal Accel, erat i or: Frosn Di gi t i :-:ed Cal i f orni a F:au'.L ts) SEARCH PERFORMED FOR: ,7GB NUMBER: 1Q40-SC JOB NAMEs FGUR--SHER DEVELOPMENT SITE COORDINATES;; LATITUDE: 33 ,,1227 N LONGITUDE: 1 17-282 W SEARCH RADIUS t 1 GO mi ATTENUATION RELATION; 1.1) Sadiqh et al „ (1.987) Hori z .. ..... Soil UNCERTAINTY <M=Mean , S«Mean+l-3igma) s M SCONDs 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA PILE USED; CALIFLT. DAT SOURCE OF DEPTH VALUES ( A=At t enuat i on Pile, F=Fault Data File): A 1-'age? 11 ) 1 ABBREVIATED ! FAULT NAME i iBLUE CUT j ~ IBORREGQ MTN. (San Jacinto) i ™ ' ' — -. — iCAMP KQCK-hMER. -COPPER MTN CAS A LGMA'-CLARK (S- Jaci n. ) I CAT AL. I MA ESCARPMENT , CHI NOi COYOTE CREEK (San Jacinto) 1 CUCAMONGA ELS I MORE i ! ELYS I AN PARK SEISMIC ZONE GLIM- HELEN -LYTLE CR---CLREMNT 1 HELEN DALE ! HOMESTEAD VALLEY i . HOT S-BUCK RDG. (S. Jacinto) i JOHNSON VALLEY i _A NACION i "_ENWOOD-OLD WOMAN SPRINGS 1MALIBU COASTi NEWPORT- I NGLEWQOD-OFFSHORE ! NORTH FRONTAL FAULT ZONE :'ALOS VERD-CORON, B. -A. ELANi "-'INTO MOUNTAIN - MORONGO i HAYMOND ;OSE CANYON i APPRO X . DISTANCE fit i. ( k ivi ) BO (129) 64 (1O3) 95 a 53) 47 ( 76.) 39 < 62) 49 ( 79) 5O ( SO ) 73 (118) 24 < 3Q) 79 \1 28) 51 (8 1 ) Bis ( i 36 ) vb U.b2) SO ( SO) 87 U4O) 21 ( 34) 92 (147) 97 (156) 11 ( 17) 79 (12S) 22 ( 35) 73 (118) 82 (1.32) 6 ( 1 0 ) MAX. CREDIBLE EVENT MAX. CRED. MAG. 7 ,. OC 6 u 50 7 . OO 7 „ 00 7. OO 7 . 00 7, 00 7.00 7 .. 50 7 . OO 7. 00 7 . 30 7 . SO 7 ., OO 7« SO 6U 50 7- 30 7 „ SO 7 ,. OO 7 .. 7O 7. SO 7 . 30 7 , 50 7 .. 00 ... . ' PEAK SITE ACC .. g 0,. O2 4 O. 021 0 . 0 1 9 0,. OI50 0 „ O^>4 0 „ 057 O. 047 0., 033 0 - i 53 0. 029 0. O4a 0. O29 O. O3O O. O46 0 - O33 0 - 1 1 0 0- 026 0. O34 O. 228 0.045 0. 164 O - 035 0.. 043 0.31 4 SITE INTEND MM IV IV IV V I V I VI VI l_ t v :t 1 1 i_ _i V I i. t V VI u VII u u IX V I V I 1 1 V VI IX MAX,. PROBABLE EVEN"! MAX. PROS. MAG „ 6 . OO 5 . 75 5.. 75 6. 75 6 . 25 5 „ 50 5 . 75 6.25 •;':> -, /*.'i 5 - / ~j & . 50 5. 75 4 . 00 6 - 00 5.25 4.25 5.25 6. SO 5.75 5.75 jL ~fK? 5. 75 4 . 00 6. OO i PEAK SITE ACC,. g O . OO9 0 . 0 1 0 0., 005 0.041 O. 034 0 , 0 1 4 0 - 0 1 5 0 „ 0 1 6 0 .. 095 0,. 009 0 . 030 O. 006 0 . 00 1. 0 . 0 1 9 0. 004 0 .. 0 1 5 0. 003 0 . 0 1 3 0. 106 0. 007 0. 103 0. 008 0. 00.1 0,, 199 SITE INTENS MM 1 1 1 III II V V . IV IV I V V 1 1 1 1 1 V II IV I IV I III VII II VII III V I I I i .:\ r~i r-ii'-i i-"t •-*. , J...JJ.- ,... Pii _, A , ! MbbKizA' .' s--i i EL1 I U L & rANi-Jr. 1 ;•- f-vi.ji... 1 MA HE i rni. ( k i'f'i ) i i i • " - • i ! 3 A N A N I) R E A 8 ( M o j a v s > ! 3 1 < i 3 1 ii i ! SAN ANDREAS ( S .. Bern-Mtn..) i 69 (111) ISAN CLEMENTE - SAN IS'IDRQ 1 55 i 881 j ( i SAND MILLS ! 93 (149) i _ .... i ! b A N L1 1 E LJ (J i R to H . - B A i- -1 1 A 8 0 L - 1 3 :,£ ( S 1 > ~ - •• •- - ™- • — — • i •• — i S A N G A B K I E L \ 87 (1 4 O ) 1 i SAN GORGON ID - BANNING ! 61 ( 99)i1 ! SANTA MONICA - HQLLVWQUD 1 88 (141) SIERRA MADRE-SAN FERNANDO ! 77 (123) i , . ....... i .a ' " ; : SUPERSTITION HLS. (S. Jac:i n J 83 ( 1-54) .SUPERSTITION rlTN. < S. Jac i n ) 78 (126) 1I '"" -«™. ~ — — ..-. ..... - - ^-^-A- _ VERDUGO 85 ( 136) IWHITTIER NORTH ELSINORE 47 ( 76)i i'!AX.. CRED,. MAG,, 8 ,. 3O 3.. CO a ., oo 8 . CM.) 7 . 50 7. 00 7. SO 7 „ 5O 7 .. 50 / ,. UO 7 n 0 O 6.7O 7 „ SO : PEAK S T TE ACC ., g 0. 071 0 „ O69 O . OS9 0 . 047 0 ., 1 1 5 0. O2 1 O. O64 o,. o,:!.v 0. 048 O,. O2J. 0,. 025 0.. O2O 0 . O73 r SITE 1 IN TEN 3 ! MM ! V I i V I i i i i T r iV 1 i i V I i i v 1 1 : i IV 1 VI i V ! V I i IV ! i V ! 1 I V i v 1 1 : M A X ., PR 0 B A B L E E V E N T MAX. PROB., NAG . 8. 00 6. 75 6 . 5O 6. 75 6 . 25 5.75 7 . 00 5. 25 6 M 0 O 6.25 £..25 4 „ 50 6. OO PEAK SITE ACC- g Oa 056 O. 024 0-026 0 . 0 .1 5 0. 044 0. OO6 O. 042 O., O04 0 . 0 1 2 0 , O 1 1 0 .012 O. OO2 0. 02O ! SITE INTENS MM VI I V v IV VI II VI I III III III ...„ IV * * •#• •*- -* -S- -»• -s- -H- -a- •:* * * * -S- -S- * -a- -S- •& -S- * * * * * * # * -X- -* * * •>*• * * * * * * -S- * * -H- * •& * «- * •!*• * -H- -K- -if * -3f -S- -S * * * * * -S- •%• H- * * * -S- * * * * * -END OF SEARCH- 38 FAULTS FOUND WITHIN THE SPECI FT ED SEARCH RADIUS. 1 HE ROSE CANYON FAULT IS CLOSEST TO THE SITE,. IT IS ABOUT 6. 1 MILES AWAY,, ARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.314 g 1 ARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0*199 q APPENDIX C LABORATORY TESTING GeoSoils, Inc. LABORATORY TESTING Field Moisture and Density The field moisture content and dry unit weight were determined for relatively "undisturbed" drive samples of the earth materials. The dry unit weight was determined in pounds per cubic foot and the field moisture content was determined as a percentage of the dry unit weight. Field moisture and density determinations are presented in the boring log within Appendix I. Moisture-Density Relations The laboratory maximum dry density and optimum moisture content for representative site soils was determined according to test method ASTM D-1557-91. Results of this testing are presented in the following table. LQ&&TJQH TP-1 at 6' TP-5 @ 2' SOIL TJVP& - * W-'A Orange brown sandy CLAY Light olive brown clayey fine SAND MAXIMUM DENSITY . :.,.-: ;.:•> • >• SfflKSpLV ".-,••• f 120.5 115.5 OPTiMUW MQfSJURE " :'= ccpffiHt^fe^: 13.5 15.5 Expansion Potential Expansion index tests were performed on representative samples of site topsoil and bedrock material in general accordance with Table 18-1-B of the Uniform Building Code. Results are presented in the following table. UttAnOM TP-1 at 9' TP-1 at 6' soit TVPK Light olive brown sitty fine SAND Olive brown sandy CLAY EXPANSION INDEX 35 62 HX**AN$tQH taOtfi-NtlAt LOW MEDIUM Direct Shear Tests Shear testing was performed on remolded and undisturbed samples of site soil in general accordance with ASTM Test Method D 3080. Test results are presented in the following table. LOCATION TP-1 @ 6' remolded ^H£SIQ**<I»SF) 410 INTERNAL FRICTION ANGie 27" GeoSoils, Inc. FOUR-SHER DEVELOPMENT JULY 14, 1995 W.O. 1840-SC PAGE 2 Particle Size The amount of earth material, retained on a #200 sieve was determined in general accordance with ASTM Method D-422 for a representative sample of bedrock material obtained from Test Pit TP-1 at depth of 9 feet. The percent passing the #200 sieve was determined to be 35%. Atterberq Limits The plastic limits, liquid and plasticity index were determined for a sample of site soil, obtained from Test Pit TP-6 at a depth of 6 feet, in accordance with ASTM test method D-4318. The results are presented in the following table. Plastic Limit 17 Liquid Limit 38 Plastic Index 21 Classification CL GeoSoils, Inc. PRELIMINARY GEOTECHN1CAL EVALUATION, CARLSBAD AIRPORT CENTER, UNIT II, LOT 33 & 34 CARLSBAD, CALIFORNIA FOR FOUR-SHER DEVELOPMENT COMPANY 990 HIGHLAND DRIVE, SUITE 202 SOLANA BEACH, CALIFORNIA 92075 _ W.O. 1840-SC JULY 14, 1995 i \ GeoSoils, Inc. TABLE OF CONTENTS SITE DESCRIPTION 1 Site Conditions and Proposed Development 2 PROPpSED ADDITIONAL DEVELOPMENT 2 FIELD EXPLORATION 3 EARTH MATERIALS 3 Artificial Fill 3 Bedrock 4 SUBSURFACE WATER 4 SURFACE WATER 4 FAULTING AND REGIONAL SEISMiClTY 5 Other Hazards Considered 5 LABORATORY TESTING 6 General 6 DISCUSSION AND CONCLUSIONS 6 General 6 Earth Materials 6 Existing Fill 6 Bedrock 7 Subsurface and Surface Water 7 RECOMMENDATIONS 8 General 8 Grading 8 Site Preparation 8 Fill Placement 9 Exterior Slab On Grade Areas: 9 Pavement Areas 9 Erosion Control 9 Foundations 9 ALTERNATIVE #1 10 Removals 10 Over-Excavation 10 Foundations 10 Bearing Value 10 Lateral Pressure 11 Construction 11 Foundation Settlement - Structural Loads 11 ALTERNATIVE #2 12 Removals 12 GeoSoils, Inc. Table of Contents (continued) Over-Excavation 12 Foundations 12 Construction 12 Foundation Settlement - Structural Loads 12 ALTERNATIVE #3 13 Removals 13 Conventional Foundations 13 Bearing Value 13 Lateral Pressure 13 Drilled Piers 14 Foundation Settlement (Piers and Footings on Bedrock) 14 FLOOR SLAB DESIGN 15 RETAINING WALLS 16 Design 16 Bearing Value (Formational Material) 16 Lateral Pressure (Formational Material) 16 Loading Dock Wall 17 Restrained Walls 17 Cantilevered Walls 17 Wall Backfill and Drainage 18 Retaining Wall Footing Transitions 18 Additional Wall Considerations 18 PRELIMINARY PAVEMENT DESIGN 19 Portland Concrete Cement Pavement 19 Alternative PCC Pavement Section/Details 19 Traffic Lanes • 19 Parking Areas 20 Asphalt Concrete Pavement 20 Subgrade and Base Preparation 20 Pavement Construction and Maintenance 21 Additional Considerations 21 POST GRADING CRITERIA 21 Graded Slope Maintenance and Planting 21 Additional Site Improvements 21 Additional Grading 21 Footing Trench Excavation 22 Trenching 22 Drainage 22 Landscape Maintenance 22 Utility Trench Backfill 23 Corrosive Potential 23 PLAN REVIEW 23 LIMITATIONS 23 GeoSotlSj Inc. NON-RESIDENTIAL CERTIFICATE: Non-R««d«nfai und owner, PIMM read MS option carefUly and be SIR you throughly understand the options before signing. The option you choose will affect your payment of the developed Spatial Tax assessed on your property. This option is available only at the time of tm fin* tuning permit issuance. Property owner signature Is required before a building permit will be Issued. Your signature is confirming the accuracy of all parcel and ownereWpinformanon shown. U-C r 8800 Name of Owner <WO vWWWp Or^f*-Zo^_ Telephone \1Stt CA^VWO Address City o &<^ck ^°7$- State 2p Code Project Address Carlsbad City CA State 92008 Zip Code Assessor's Pared Number, or APN and Lot Number if not yet subdh/idod. Buildrifl Permit Number Aft died by Ordinance No. NS-1 55 and adopted by the City Council of the Ctty of Carlsbad, California, the Ctty B authorize to Issty a special Tax in Commu^ AM ron-rosidentfal property, upon Ihe issu^iw of th* first buflclng permft, shall have the option to (1) pay the SPECIAL DEVELOPMENTTAX ONE- T1ME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPS^TY for a period not to exceed twenty five (25) years. Please indicate your choice by initialing the appropriate fine below: I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME Amount of One-Time Spadal Tax: t T^l^ f T-ff now^as a one-time payment . Owner's OPTION (1): OPTION (2): \ DO HEREBY CERTIFY UNDER PENALTY OP PEWURYTHATTHE UNDERSIGNED IS THE PROPERTY OWNER OF .THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. Infflate I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-flve (25Weors. Maximum Annual Special Tax: S ^ft.^fcH-".* . Owner Initials C~J. *5 . C1M\ M^^ Signature of Property Owner Title Print Name The City of Carlsbad has not Independently'vefHIed the information shown above. Therefore, we aooept no responsibility as to the accuracy or completeness of this information, NON-RESIDENTIAL CERTIFICATE 90'd •ON m m TOO ovaswo do AIIO 9i:eo GHH oe-onwr s#H3HS-unoj <=!HVO|.:8 !96/Ol/t PROGRESSIVE IMAGES IN ARCHITECTURE AND PLANNING ARCHITECT BRUCE W. STEINGRABER 24212 SARGEANT ROAD RAMONA, CA. 92065 (619) 789-3269/FAX (619) 789-2915 JUNE 10,1996 CITY OF CARLSBAD BUILDING DEPARTMENT ATTN:MfKE PETERSON RE: LOT 33/34 1950 CAMINO VIDA ROBLE PLAN CHECK #95-1692 DEAR MIKE, THE OWNERS OF THE PROJECT WOULD LIKE TO LEAVE THE DRYWALL OFF THE UNDERSIDE OF THE LOBBY UNTIL A TENANT HAS BEEN OBTAINED. THIS WOULD ALLOW THE TENANT IMPROVEMENTS TO BE DONE WITHOUT REMOVING THE DRYWALL TO INSTALL MECHANICAL AND ELECTRICIAL SUPPLIES. THE BUILDING WILL NOT BE OCCUPIED UNTIL THE TENANT IMPROVEMENT HAS BEEN COMPLETED AND APPROVED BY THE CITY BUILDING DEPARTMENT. PLEASE CALL ME IF YOU HAVE ANY QUESTIONS OR CONCERNS AT 789-3269 RESPECTFULLY, BRUCE W. STEINGRABER ARCHITECT C012953 NUTTER ELECTRICAL DESIGN ELECTRICAL DESIGN CONSULTANTS May 30, 1996 City Of Carlsbad Fax # 438-0894 Att: Electrical Department Subject: LOTS 33 &34 1950 CAMINO VIDA ROBLE CARLSBAD, CA. 92008 To Electrical Department, We are writing and enclosing a revised Single Line Diagram for the above subject project as required and requested by the electrical field inspector. The enclosed revision was due to owner requested requirements for tenant metering from original permitted documents. The drawings enclosed are contractor as-built requirements and are hereby approved by this office. We request that the following drawings be approved by the city electrical inspector for on record final installed service conditions. Thank you for your time on this matter and should you require any further information please feel free to contact our office. Sincerely, David P. Nutte NED #487715 P.O. BOX 301467 • ESCONDIDO, CALIFORNIA 92030 (619) 747-5580 • FAX (619) 747-5581 NED NUTTER ELECTRICAL DESIGN ELECTRICAL DESIGN CONSULTANTS May 30, 1996 City Of Carlsbad Fax # 438-0894 Att: Electrical Department Subject: LOTS 33 &34 1950 CAMINO VIDA ROBLE CARLSBAD, CA. 92008 To Electrical Department, We are writing and enclosing a revised Single Line Diagram for the above subject project as required and requested by the electrical field inspector. The enclosed revision was due to owner requested requirements for tenant metering from original permitted documents. The drawings enclosed are contractor as-built requirements and are hereby approved by this office. We request that the following drawings be approved by the city electrical inspector for on record final installed service conditions. Thank you for your time on this matter and should you require any further information please feel free to contact our office. Sincerely, David P. Nutte NED #487715 P.O. BOX 301467 * ESCONDIDO, CALIFORNIA 92030 (619) 747-5580 • FAX (619) 747-5581 CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619) 438-U61 Thrs form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department- SCHOOL DISTRICT: ps Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92009 (434-0610) Encinitas Union 101 South Rancho Santa Fe Rd. Encinitas, CA 92024 (619) 944-4300. Project Applicant: Project Address: RESIDENTIAL: SQ. FT. of living area San Marcos Unified "1Z90 West San Marcos Blvd. San Marcos, CA 92024 (744-4776) . San Dieguito Union High School 710 Encinitas Boulevard Encinitas, CA 92024 (7S3-6491) APN; CA »%**/• U&A SQ. FT. of covered area number of dwelling units SQ. FT. of garage area COMMERCIAL/INDUSTRIAL: SQ. FT. AREA j2.* Prepared by 'Date FEE CERTIFICATION (To be completed by the School District) ^Applicant has complied with fee requirement under Government Code 53080 ^Project is subject to an existing fee agreement ^Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 198$. "™*^ (other school fees paid) Other Residential Fee Levied:based on sq* ft* @ AB 29jte£ajp^$B 2&f fees are capped at *i* 72 per square foot for residential AB 292&JS capped at .28 P*p square foot for commercial/industrial. •ON xw 3d wwoo ayesiayo jo AIIO fr# 1'A3Q U3HS-UnOd <= 51:60 96-Ot-Nyf 'aeioni -\